APPROVED RESUB 1-BLD2024-0072+Structural_Plans+3.21.2024_4.13.44_PM+4150078STRUCTURAL NOTES
C GI
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION. SPECIFICATIONS AND STANDARDS
WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION.
DESIGN LOADS
DEAD LOADS:
ROOF 15 PSF
FLOOR 15 PSF
DECK 60 PSF
LIVE LOADS:
ROOF (SNOW LOAD) 25 PSF
FLOOR 40 PSF
(LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.11).
EARTHQUAKE LOADS:
EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-16 SECTION 12.8.
SITE CLASS D (DEFAULT)
SHORT PERIOD SPECTRAL RESPONSE ACCEL (SS) 1.288
ONE SECOND SPECTRAL RESPONSE ACCEL (Si) 0.454
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS) 1.030
ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI) 0.559
RISK CATEGORY II
SEISMIC IMPORTANCE FACTOR (IF) 1.0
SEISMIC DESIGN CATEGORY D
BASIC SEISMIC FORCE -RESISTING -SYSTEM PLYWOOD SHEAR WALLS
RESPONSE MODIFICATION FACTOR, (R) 6.5
REDUNDANCY FACTOR (p) 1.3
SEISMIC RESPONSE COEFFICIENT (CS) 0.159
W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2.
BASE SHEAR (V), V = CSW = RD I W
WIND LOADS:
BASIC WIND SPEED (3 SECOND GUST) 97 MPH
EXPOSURE B
KzT 1.03
STATEMENT OF SPECIAL INSPECTIONS
SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A
WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF
WORK IN ACCORDANCE WITH SECTION 1704.4 OF THE IBC.
CONCRETE CONSTRUCTION - SPECIAL INSPECTION IS REQUIRED IN CONFORMANCE WITH IBC SECTION 1705.3 AND
TABLE 1705.3.
STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED.
FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY
SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS
SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL.
SPECIAL INSPECTION
OPERATION
CONT
PERIODIC
REMARKS
CONCRETE
ADHESIVE ANCHORS
X
IF USED
EXPANSION ANCHORS
X
IF USED
NOTE:
ALL ITEMS MARKED WITH AN "X" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL
INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE
ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING OFFICIAL SHALL BE FURNISHED WITH COPIES OF ALL
RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT
TO THE ATTENTION OF THE DESIGN TEAM.
FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT: REPORT NOT AVAILABLE AT TIME OF DESIGN
ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION)
LATERAL EARTH PRESSURE:
UNRESTRAINED: 35 PCF + ANY APPLICABLE SURCHARGE
PASSIVE: 300 PCF
COEFFICIENT OF FRICTION: 0.35
FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND
AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS
REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE
CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW
COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE.
IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR
MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE
THAN 10% FINES (PASSING THE #200 SIEVE).
EXCAVATIONS AND DRAINAGE INSTALLATION SHALL BE OBSERVED BY A SOILS ENGINEER RETAINED BY THE OWNER.
IF EXCAVATION SHOWS SOIL CONDITIONS TO BE OTHER THAN THOSE ASSUMED ABOVE NOTIFY THE STRUCTURAL
ENGINEER FOR POSSIBLE FOUNDATION REDESIGN.
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ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH CHAPTER 26 OF
ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS
(ACI 301).
ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS
PER CUBIC FOOT.
CONCRETE STRENGTHS AT 28 DAYS (fc) AND MIX CRITERIA SHALL BE AS FOLLOWS:
MAXIMUM
MIN CEMENT
TYPE OF CONSTRUCTION
PC*
WATER/CEMENT
CONTENT PER CUBIC
MAXIMUM
SHRINKAGE STRAIN
RATIO
YARD
SLABS ON GRADE
3000 PSI
0.55
5 1/2 SACK
N/A
FOOTINGS
3000 PSI
0.55
5 1/2 SACK
N/A
WALLS
4000 PSI
0.45
5 1/2 SACK
N/A
THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS
SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING
ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE
AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND
SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 26 OF ACI 318.
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE
WITH ACI 318 TABLE 19.3.3.1 FOR MODERATE EXPOSURE CLASS F1.
*PROVIDE fc SPECIFIED IN TABLE FOR DURABILITY REQUIREMENTS. 2500 PSI CONCRETE MEETS STRENGTH
REQUIREMENTS, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED.
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (Fy
= 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED
SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL
PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE
SUBMITTED.
WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP
WELDED WIRE FABRIC 12" AT SIDES AND ENDS.
REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH ACI SP-66 AND ACI
318, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS
SHALL BE PER SCHEDULE.
MECHANICAL SPLICING OF REINFORCING BARS, WHERE INDICATED ON THE DRAWINGS, SHALL BE BY AN ICBO
APPROVED SYSTEM, SHALL DEVELOP 125% OF THE SPECIFIED YIELD STRENGTH OF THE BAR, AND SHALL BE
INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING
EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN
HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL
ENGINEER. REFER TO CHAPTER 25 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS.
MINIMUM LAPS AND EMBEDMENT
UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
BELOW:
fc = 3000 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TENSION
COMPRESSION
TENSION
COMPRESSION
SIZE
TOP BARS
OTHER BARS
ALL BARS
TOP BARS
OTHER BARS
ALL BARS
#3
22
17
9
28
22
12
#4
29
22
11
37
29
15
#5
36
28
14
47
36
19
#6
43
33
17
56
43
23
#7
63
48
20
81
63
27
#8
j 72
j 55
j 22
j 93
72
j 30
fc = 4000 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TENSION
COMPRESSION
TENSION
COMPRESSION
SIZE
TOP BARS
OTHER BARS
ALL BARS
TOP BARS
OTHER BARS
ALL BARS
#3
19
15
8
24
19
12
#4
25
19
10
33
25
15
#5
31
24
12
41
31
19
#6
1 37
29
15
49
37
23
#7
54
42
17
71
54
27
#8
62
1 48
19
1 81
1 62
1 30
NOTE:
1. ALL LENGTHS ARE IN INCHES.
2. ALL LAP SPLICES ARE CLASS B.
3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE
IS CAST IN THE MEMBER BELOW THE BAR.
CONCRETE COVER ON REINFORCING
CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH:
3"
CONCRETE EXPOSED TO EARTH AND WEATHER:
#6 BARS AND LARGER
2"
#5 BARS AND SMALLER
1 1/2"
CONCRETE NOT EXPOSED TO EARTH OR WEATHER:
SLABS, WALLS AND JOISTS
3/4"
COLUMN TIES OR SPIRALS AND BEAM STIRRUPS
1 1/2"
NON -SHRINK GROUT
NON -SHRINK GROUT SHALL BE CEMENT -BASED WITH A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI WHEN
TESTED IN ACCORDANCE WITH ASTM C-109. GROUT SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH
THE MANUFACTURER'S RECOMMENDATIONS.
STRUCTURAL STEEL
STRUCTURAL STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC
"SPECIFICATION FOR THE DESIGN, FABRICATION, AND ERECTION OF STRUCTURAL STEEL FOR BUILDINGS", LATEST
EDITION.
WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A992, Fy = 50 KSI.
PLATES, ANGLES, CHANNELS, AND RODS SHALL CONFORM TO ASTM A36, Fy = 36 KSI.
STRUCTURAL TUBING SHALL CONFORM TO ASTM A500 GRADE C, RECTANGULAR/SQUARE Fy = 50 KSI,
ROUND Fy = 46 KSI.
STEEL PIPE SHALL CONFORM TO ASTM A53 GRADE B, Fy = 35 KSI.
BOLTS CONNECTING STEEL MEMBERS SHALL CONFORM TO ASTM A325-N. BOLTS SHALL BE 3/4"0 MINIMUM, UNO
ANCHOR BOLTS SHALL CONFORM TO ASTM A307.
CONTRACTOR SHALL PROVIDE CONNECTION ADJUSTMENT TOLERANCES TO SATISFY THE REQUIREMENTS OF AISC
MANUAL OF STEEL CONSTRUCTION.
UNLESS SPECIFIED AS STAINLESS STEEL, ALL STEEL MEMBERS, SHAPES, BOLTS, AND ACCESSORIES EXPOSED TO
WEATHER SHALL BE HOT DIP GALVANIZED.
WELDING
WELDING SHALL CONFORM TO AWS "STRUCTURAL WELDING CODE", LATEST EDITION. ALL WELDING SHALL BE
DONE WITH 70 KSI LOW HYDROGEN ELECTRODES. WHERE NOT CALLED OUT, MINIMUM FILLET WELD SIZE SHALL BE
PER TABLE 5.8 IN AWS D1.1, LATEST EDITION.
WELDING OF REINFORCING BARS SHALL NOT BE PERMITTED UNLESS SPECIFICALLY CALLED OUT ON DRAWINGS OR
APPROVED BY STRUCTURAL ENGINEER. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING
LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX
ELECTRODES. SEE REINFORCING NOTES FOR MATERIAL REQUIREMENTS OF WELDED BARS. WELDING WITHIN 4" OF
COLD BENDS IN REINFORCING BARS IS NOT PERMITTED.
ALL WELDING SHALL BE DONE BY WASHINGTON ASSOCIATION OF BUILDING OFFICIALS (WABO) CERTIFIED WELDERS
LUMBER
ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH WWPA
GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fc (PSI)
SLEEPERS
DOUG-FIR
STUD
700
-
LIGHT FRAMING (STUDS)
HEM -FIR
STUD
675
800
2x JOISTS AND PLANKS
HEM -FIR
#2
850
-
PLATES AND BLOCKING
HEM -FIR
#2
850
-
6x AND LARGER BEAMS AND
STRINGERS
DOUG-FIR
#2
875
-
4x AND SMALLER BEAMS AND
STRINGERS
HEM -FIR
#2
850
-
ALL POSTS AND TIMBERS
DOUG-FIR
#1
1200
1000
REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS.
UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN
CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY
VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD U1.
NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD
ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NDS) FOR
WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1 NAILING
SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL
MEET OR EXCEED THE FOLLOWING MINIMUM GUIDELINES:
NAIL
SHANK 0
MIN LENGTH
8d COMMON
0.1310
2 1/2" SHANK
10d COMMON
0.1480
3" SHANK
12d COMMON
0.1480
3 1/4" SHANK
16d COMMON
0.1620
3 1/2" SHANK
10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING
MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148" 0 x 3 1/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED
WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS
ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION.
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. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE
SHANK AND THREADED PORTIONS PER NDS 12.1.4.2.
CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG
TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE
WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED
BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS,
SCREWS, OR BOLTS IN EACH MEMBER.
INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE
(MINIMUM) AS MEMBERS CONNECTED.
GALVANIZATION
UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED
ACCORDING TO THE FOLLOWING TABLE:
GALVANIZATION
UNTREATED
WOOD
CCA-C
SBX
ACQ-C
ACQ-D
CBA-A
CA-B
OTHER
BORATE
ACZA
OTHER PT
WOOD
G90
X
X
X
G 185
X
X
X
X
X
X
HDG
X
X
X
X
X
X
STT300
X
X
X
X
X
X
X
X
G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA
G185 = 1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA
HDG = HOT DIP GALVANIZED
SST300 = TYPE 316L STAINLESS STEEL
RATED SHEATHING
RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE
IN CONFORMANCE WITH IBC STANDARD 2303.1.5.
TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS
FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT
NO. ESR-1387 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A
STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME,
PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS
SHALL MEET THE FOLLOWING MINIMUM STANDARDS:
SIZE CLASSIFICATION
SPECIES
GRADE
Fb (PSI)
Fv (PSI
Fc (PSI)
BEAMS & POSTS (d < 9 1/2")
LSL
1.3E
1,700
425
1,835
RIMS & BEAMS (d >_ 9 1/2")
LSL
1.55E
2,325
310
-
BEAMS & POSTS
LVL
2.0E
2,600
285
2,510
POSTS (d < 9 1/2")
PSL
1.8E
2,400
190
2,500
BEAMS (d >_ 9 1/2")
PSL
2.0E
2,900
290
-
TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS.
UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER
MANUFACTURES RECOMMENDATIONS.
GLUE -LAMINATED TIMBER
GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD
A190.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED
BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE
FOLLOWING MINIMUM STANDARDS:
SPAN
COMBINATION
Fb
SIMPLE SPAN BEAMS
24F-V4
2400 PSI
CANTILEVER OR MULTI -SPAN BEAMS
24F-V8
2400 PSI
Epoxy anchors shall be inspected by a certified third party
inspection service. Provide all reports to city inspector
TYPICAL FRAMING NOTES
1. BEARING WALL FRAMING
2x STUDS @ 16" OC FOR ALL SHEAR AND/OR BEARING WALLS UNO.
REFER TO FRAMING PLAN NOTES FOR TYPICAL DOOR & WINDOW HEADERS NOT CALLED OUT ON THE PLANS.
HEADERS SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD UNO.
COLUMNS BELOW FLUSH MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT
CALLED OUT OTHERWISE SHALL BE TWO STUDS.
2. WALL BASE PLATE ON CONCRETE
WALL PLATES BEARING ON CONCRETE SHALL BE PRESSURE -TREATED. FOR ALL EXTERIOR AND INTERIOR WALLS,
BOLT PLATES OR SILLS TO CONCRETE STEM WALLS OR THICKENED SLAB FOOTINGS WITH 5/8 INCH DIAMETER
ANCHOR BOLTS WITH 7 INCH MINIMUM EMBEDMENT. PLACE AT 5'-0" OC MAXIMUM FOR SHEAR WALLS, AND AT
U-0" OC FOR BEARING WALLS AND OTHER PARTITIONS. USE MINIMUM OF TWO ANCHOR BOLTS PER SILL AND
PLACE ONE WITHIN 12 INCHES OF END OF PLATES, TYPICAL UNLESS NOTED OR DETAILED OTHERWISE. REFER TO
SHEAR WALL SCHEDULE. AT ALL SILL PLATE ANCHOR BOLTS, CONTRACTOR SHALL INSTALL 1/4" x 3" x 3" FLAT PLATE
WASHERS. INTERIOR NON-STRUCTURAL WALLS MAY BE ANCHORED TO CONCRETE SLAB -ON -GRADE WITH 1/4" x 3"
POWDER ACTUATED FASTENERS WITH 3/4" WASHERS AT 16" OC AND WITHIN 6" OF END OF PLATES.
3. ROOF AND FLOOR FRAMING
PROVIDE 1 1/2" FULL DEPTH BLOCKING FOR JOISTS AND RAFTERS AT ALL SUPPORTS AND AT 8'-0" OC MAXIMUM
UNO. INTERMEDIATE 8'-0" OC BLOCKING NOT REQ'D IF GWB CEILING IS INSTALLED DIRECTLY TO UNDERSIDE OF
FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST SPAN.
PROVIDE TRUSS BLOCKING PANELS FOR ROOF TRUSSES AT SUPPORTS AND SHEAR WALLS, AND WHERE INDICATED
ON PLANS AND DETAILS.
4. DIAPHRAGM NAILING
ALL SHEAR WALLS, FLOOR AND ROOF DIAPHRAGM NAILINGS SHALL BE AS CALLED OUT ON SCHEDULES OR ON THE
PLANS. EXTERIOR WALLS NOT INDICATED AS SHEAR WALLS SHALL BE SHEATHED AND NAILED TO SUPPORTING
FRAMING WITH 8d NAILS AT 6" OC AT ALL PANEL EDGES AND 12" OC AT ALL INTERMEDIATE SUPPORTS.
THE USE OF NAIL GUNS WILL BE APPROVED IF NAILING INTO THE DIAPHRAGMS CAN BE INSTALLED FLUSH WITH
FACE OF SHEATHING. NAIL PENETRATIONS GREATER THAN 1/16" ARE NOT ACCEPTABLE.
5. ALLOWABLE STUD AND PLATE PENETRATIONS
CUTTING AND/OR NOTCHING OF WOOD STUDS OR PLATES SHALL NOT EXCEED 25% OF THE STUD/PLATE WIDTH IN
EXTERIOR AND BEARING WALLS AND SHALL NOT EXCEED 40% OF THE STUD/PLATE WIDTH IN ANY NON -BEARING
PARTITIONS. BORED HOLE DIAMETER IS LIMITED TO 40% OF STUD/PLATE WIDTH IN ANY STUD AND MAY BE 60% IN
NONBEARING PARTITIONS OR IF STUD IS DOUBLED. MAINTAIN 5/8" MINIMUM EDGE DISTANCE FROM HOLE EDGE.
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ALL GYPSUM WALLBOARD SHALL BE NAILED TO ALL STUDS AND TOP AND BOTTOM PLATES WITH 6d COOLER NAILS
OR NO. 13 GAUGE x 1 5/8" @ 7" OC (5d COOLER NAILS FOR 1/2 INCH GYPSUM SHEATHING). TYPICAL UNLESS NOTED
OTHERWISE. INSTALLATION OF GWB SHALL BE SUCH THAT JOINTS ARE STAGGERED ON EACH SIDE OF A SINGLE
WALL.
EXISTING BUILDING
CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING
DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE
REDESIGN.
CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS
PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH.
GENERAL
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL, CIVIL, ELECTRICAL, AND
MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND
CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE
ATTENTION OF THE ARCHITECT BEFORE PROCEEDING.
CONTRACTOR TO SEE ARCHITECTURAL, CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS FOR SIZE AND LOCATION
OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS.
CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL
PERMANENT SUPPORT AND STIFFENING ARE INSTALLED.
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.
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT
SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF
CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL
ENGINEER.
The following documentation shall be available on
site for the building inspector:
■
'E] COE APPROVED ARCHITECTURAL PLAN SET
[:] COE APPROVED STRUCTURAL PLAN SET
[:]COE REVIEWED CALCULATION PACKET
■ ENERGY CREDIT WORKSHEET
■
SITE PLAN
■ CIVIL PLAN
■
■
■ CITY OF EDMONDS BUILDING DEPARTMENT 2021
BLD2024-0072
ENGINEERING
250 4TH AVE. S., SUITE 200
EDM0 DS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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STRUCTURAL NOTES
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LEGEND
DEFINITION
SYMBOL
DEFINITION
SYMBOL
DIRECTION OF
FRAMING
NATIVE SOIL==�=�=�
— — — — —
EXTENT OF
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GRANULAR FILL
STRUCTURAL STEEL
COLUMNS
COLUMN BEARING
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P
BEAM CONTINUOUS
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SHEAR WALL SWX
(SEE SCHEDULE)
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CONCRETE WALL
COLUMN MARK G�
(SEE SCHEDULE)
BEARING STUD
FOOTING MARK
O
WALL
(SEE SCHEDULE)
NON -BEARING
HOLDOWN MARK
STUD WALL
(SEE SCHEDULE)
BEARING STUD
HANGER MARK
SHEAR WALL
(SEE SCHEDULE)
O
NON -BEARING
FLAG NOTE
STUD SHEAR WALL
(SEE PLAN NOTES)
CMU WALL
XXXXM STEEL MOMENT
FRAME CONN.
�V
ABBREVIATIONS
(A)
ABOVE
HORIZ
HORIZONTAL
AB
ANCHOR BOLT
KIP
KING POST
KIPS PER SQUARE INCH
ALT
ALTERNATE
KSI
ARCH
(B)
ARCHITECT
MECH
MECHANICAL
MOMENT FRAME
NEAR SIDE
BELOW
MF
BLKG
BLOCKING
NS
BM
BEAM
OC
ON CENTER
OPPOSITE
BOT
BOTTOM
OPP
BTWN
BETWEEN
PL
PLATE
PLACES
POUNDS PER SQUARE INCH
POUNDS PER SQUARE FOOT
CJP
COMPLETE JOINT PENETRATION
PLCS
CLR
CLEAR
PSI
CIVIL)
CONCRETE MASONRY UNIT
PSF
COL
COLUMN
P/T
POSTTENSIONED
CONC
CONCRETE
PT
PRESSURE TREATED
REINFORCING
CONN
CONNECTION
REINF
CONT
CONTINUOUS
REQ'D
REQUIRED
DBL
DET
DOUBLE
SCHED
SIM
SCHEDULE
SIMILAR
DETAIL
DIM
DIMENSION
SOG
SLAB ON GRADE
STANDARD
EA
EACH
STD
ELEV
ELEVATION
SW
SHEAR WALL
TOP OF CONCRETE
EXIST
EXISTING
TOC
EXP
EXPANSION
TOS
TOP OF STEEL
TOP OF WALL
TYPICAL
FLR
FLOOR
TOW
FDN
FOUNDATION
FOOTING
FAR SIDE
FULL HEIGHT
GLUE -LAMINATED BEAM
TYP
FTG
LINO
UNLESS NOTED OTHERWISE
FS
VFY
VERIFY
VERIFY IN FIELD
FH
VIF
GLB
VERT
VERTICAL
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ENGINEERING
250 4TH AVE. S., SUITE 200
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Mar 22 2024
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PROM
V-6" x 5'-0" x V-0" THICK
BARS @ 12"OC EA W/
FOUNDATION PLAN
SCALE: 1/4" = V-0"
FOUNDATION PLAN NOTES:
1. EXTERIOR FOOTINGS SHALL BEAR A MIN OF V-6" BELOW ADJACENT GRADE.
2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL.
3. WHERE SLAB ON GRADE IS INDICATED, SLAB SHALL BE 4" THICK. SLAB SHALL BE POURED OVER A 10 MIL VAPOR
BARRIER OVER 4" OF 5/8" CRUSHED ROCK.
4. REFER TO SHEET S4.1 FOR FOUNDATION DETAILS.
5. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1
FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS.
6. FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON FRAMING PLANS. REFER TO HOLDOWN SCHEDULE ON SHEET
S3.1 FOR HOLDOWN TYPES AND MAIN FLOOR FRAMING PLAN FOR HOLDOWN ANCHOR BOLT LOCATIONS.
7. REFER TO FRAMING PLANS AND SHEAR WALL SCHEDULE ON SHEET S3.1 FOR LOCATION OF SHEAR WALL
ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES.
8. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH
ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES.
2'-0" 0 2'-0"
7116
4'-0"
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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Mar 22 2024
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LAYOUT AND NAILING REFER TO DETAIL 2/S5.1.
2. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION
UNLESS CARRIED BY A BEAM BELOW.
3. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 46 HF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE
STUD AND (1) FULL HEIGHT STUD.
4. CONTRACTOR SHALL HAVE THE OPTION TO DRILL A 1 1/2"0 HOLE CENTERED IN THE DEPTH AND AT THE THIRD
POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN.
5. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS. REFER TO DETAIL 3/S5.1
FOR CONSTRUCTION OF MULTIPLE STUDS.
6. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 161, OC.
7. UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT
HANGERS W/ MAX NAILING.
8. O INDICATES HOLDOWN. REFER TO THE HOLDOWN SCHEDULE ON SHEET S3.1.
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JOB NO: 23295.10
DATE: 1 2/20/23
RESUB
Mar 22 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
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WALL
STUDS FOR STRAP NAILING
ROOF FRAMING PLAN
SCALE: 1/4" = V-0"
TYPICAL ROOF FRAMING PLAN NOTES:
1. REFER TO SHEET S5.2 FOR TYPICAL ROOF FRAMING DETAILS.
2. ROOF SHEATHING SHALL BE 1/2" PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM
BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR BEAMS OR JOISTS, AND BLOCKING INDICATED ON
PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE 8d COMMON NAILS @ 12" OC. REFER TO DETAIL 2/S5.1
FOR SHEATHING LAYOUT AND NAILING.
3. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 4x8 HF#2 LINO SUPPORTED BY A MINIMUM OF (1) CRIPPLE
STUD AND (1) FULL HEIGHT STUD.
4. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN.
5. REFER TO DETAIL 3/S5.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS.
6. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS
CARRIED BY A BEAM BELOW.
7. HOLDOWNS SHOWN ON ROOF FRAMING PLAN SHALL BE PLACED AT BASE OF WALLS SHOWN.
8. ATTACH ALL ROOF JOISTS TO WALLS BELOW WITH SIMPSON H2.5 HURRICANE TIES.
9. + + + + INDICATES OVER -FRAMING PER DETAIL 8/S5.2.
HIGH & Low
SW6
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2'-0" 0
2'-0" 4'4"
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
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JOB NO: 23295.10
DATE:
1 2/20/23
RESUB
Mar 22 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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SHEAR WALL SCHEDULE
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SHEAR
TYPE
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FOUNDATION
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AT PANEL EDGES
TOP PLATE
RIM/BLKG
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2x STUD
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SW6
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AND BLKG
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2x
242
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0.131"0 x 3" @
3/4"0 AB
SW4
ONE SIDE
AND BLKG
@ 4" OC
@ 20" OC
4" OC
@ 5'-0" OC
2x
350
15/32"
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0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
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SW3
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2x FLAT BLKG
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@ 4'-0" OC
2x
455
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3x STUD AND
0.131"0 x 2 1/2"
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0.131"0 x 3" @
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SW2
ONE SIDE
2x FLAT BLKG
@ 2" OC
@ 12" OC
2.5" OC
@ 3'-0" OC
2x
595
15/32"
(2) 2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
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2SW4
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AND BLKG
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@ 10" OC
2" OC
@ 2'-6" OC
2x
706
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3/4"0 AB
2SW3
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@ 7.5" OC
@ 1.5" OC
@ 2'-0" OC
2x
910
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0.131 x 3"
3/4"O AB
2SW2
JOIST
SCHEDULE
MARK
JOIST
SPACING
REMARKS
FJ1
1 3/4" x 9 1/4" LVL
12" OC
SEE NOTES 2 & 3
RJ1
14" TJI 560
24" OC
SEE NOTE 3
RJ2
14" TJI 360
24" OC
SEE NOTE 3
RJ3
14" TJI 110
24" OC
SEE NOTE 3
DJ1
PT 2x12 DF#2
12" OC
SEE NOTES 2 & 4
NOTES:
1.
FOR JOIST HANGERS REFER TO THE
LATEST SIMPSON STRONG -TIE CATALOG FOR
ALL INSTALLATION REQUIREMENTS.
2.
TIMBER JOISTS FRAMING INTO WOOD BEAMS SHALL USE LU-SERIES FACE MOUNT
HANGERS.
3.
PLYWOOD WEB JOISTS FRAMING INTO
WOOD BEAMS SHALL USE ITS -SERIES TOP
FLANGE HANGERS.
4.
SOLID SAWN DECK JOISTS SHALL HANGER OFF THE WALL RIM USING LU SERIES
FACE MOUNT HANGERS.
4= -
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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CHECK: MTM
JOB NO: 23295.10
DATE: 1 2/20/23
RESUB
Mar 22 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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COLUMN SCHEDULE
COLUMN SIZE
COLUMN SIZE
MARK
2x4 WALL
2x6 WALL
REMARKS
Cl
(2) 2x4
(2) 2x6
SEE NOTE 2
C2
(3) 2x4
(3) 2x6
SEE NOTE 2
C3
4x6 HF#1
4x6 HF#1
-
C4
4x8 HF#1
6x6 DF#1
-
NOTES:
1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR
PRE -FABRICATED CONNECTION INSTALLATION REQUIREMENTS.
2. MULTIPLE STUD COLUMNS SHALL USE GRADE OF STUD INDICATED ON WALL
FRAMING SCHEDULE. REFER TO DETAIL 3/55.1 FOR FABRICATION OF
MULTIPLE STUD COLUMNS.
3. CONTRACTOR TO PROVIDE BLOCKING EQUAL TO COLUMN DIMENSIONS AT
JOIST SPACE FOR COLUMNS CONTINUING TO FOUNDATION.
HOEDOWN SCHEDULE
MARK
TYPE
MIN CHORD
STUD NAILS OR BOLTS
ANCHOR BOLT
CAPACITY (LB)
SIZE
(SEE NOTE 4)
MST48
(2) 2x
(17) 16d EA END
-
3,640
2
HDU4
(2) 2x
(10) SIDS 1/4" x 2 1/2" SCREWS
5/8"�
3,285
NOTES:
1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS.
2. REFER TO DETAIL 2/55.2 FOR INSTALLATION OF MST FLOOR TO FLOOR STRAPS. REFER TO DETAILS 1/55.2
FOR CONNECTION OF STRAP TO BEAM BELOW.
3. INSTALL HD HOEDOWNS AT FOUNDATION WALLS OR THICKENED SLAB FOOTINGS PER DETAIL 2/54.1.
4. AT ALL HOEDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED.
BEAM SCHEDULE
MARK
BEAM
REMARKS
HANGER AS REQ'D (UNO)
BM1
4x10 HF#2
-
HU48TF
BM2
(3) 1 3/4" x 7 1/4" LVL
SEE NOTE 7
HU68TF
BM3
3 1/2" x 9 1/4" 2.0E PARALLAM PSL
SEE NOTE 6
HWU3.56/9.25
BM4
5 1/4" x 11 1/4" 2.0E PARALLAM PSL
SEE NOTE 6
GLTV5.50/11.25
BM5
5 1/2" x 12" 24F-V4 GLB
SEE NOTE 6
GLTV5.50/11.25
BM6
3 1/2" x 13 1/2" 24F-V4 GLB
-
GLTV5.514
BM7
PT 6 3/4" x 13 1/2" 24F-V4 GLB
SEE NOTE 3
-
BM8
3 1/2" x 14" PSL
SEE NOTE 6
-
NOTES:
1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR HANGER INSTALLATION INFORMATION.
2. REFER TO FRAMING PLANS AND NOTES FOR SUPPORTS AT BEAM ENDS. HANGERS CALLED OUT IN PLAN
NOTES SUPERCEDE THOSE LISTED IN THIS TABLE.
3. ALL BEAMS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE
TREATED.
4. REFER TO PLAN NOTES FOR BEAMS &HEADERS AT BEARING LOCATIONS THAT ARE NOT CALLED OUT.
5. USE SIMPSON HUCTF SERIES CONCEALED FLANGE TOP FLANGE HANGER AT LOCATIONS WHERE OFFSET
HANGERS WOULD OTHERWISE BE REQUIRED.
6. IF PSL SUPPLIER DOES NOT STOCK EXACT DEPTH OF BEAMS LISTED, CONTRACTOR SHALL COORDINATE
WITH SUPPLIER TO RIP BEAMS TO EXACT DIMENSIONS LISTED IN TABLE.
7. SISTERED BEAM SHALL BE CONNECTED USING (2) ROWS OF 16d @ 12" OC STAGGERED.
C GI
4"0 PERFORATED PVC PIPE PER
LOCAL CODES WITH 6" OF 3/4"-1"
WASHED ROCK ALL AROUND,
WRAPPED IN NON -WOVEN
GEOTEXTILE FABRIC. SLOPE TO
DRAIN 1/8" PER V-0" MIN. TURN
DOWN PERFORATIONS AS SHOWN
O\0)"°jo
0000°000O O OO°°000d
LINE OF MAX EXCAVATION. /A1
IF SOIL IS OVER EXCAVATED, 1
REPLACE WITH LEAN MIX
CONCRETE. FIRM BEARING SOIL OR
COMPACTED
STRUCTURAL FILL
TYPICAL FOOTING DRAIN
SCALE: 1" = V-0"
NOTE:
WHERE CONCRETE WALL WITH
HT > T-0" EXISTS, ROD MAY
EXTEND 24" MIN INTO WALL
W/ NUT & WASHER AS SHOWN
COUNTERSINK ADDITIONAL
END STUD AS REQ'D
THREADED ROD AS REQ'D
FOR HOLDOWN W/ NUT AND
WASHER AT BASE. EXTEND
ROD INTO FTG, TYP UNO
TOP OF FTG
HOLDOWN DETAIL
SCALE: 1" = V-0"
HOLDOWN CHORD PER PLAN
& HOLDOWN SCHEDULE
CRIPPLE STUD AT
OPENING AS REQ'D
PER PLAN &DETAILS
NOTE:
SHEAR WALL PER EXTEND THREADED ROD BETWEEN
PLAN AND SCHED JOISTS INTO STEM WALL BELOW.
PROVIDE ROD COUPLER IF REQ'D.
THREADED ROD AS
HOLDOWN PER PLAN
AND SCHED
REQ'D PER PLAN
AND HOLDOWN
SCHEDULE. INSTALL
W/ HILTI HIT-HY 200
EPDXY
EXISTING CONCRETE
STEM WALL
TOP OF EXISTING
FOOTING
SHEAR WALL PER
PLAN AND SCHED
HOLDOWN PER PLAN
AND SCHED
SQUASH BLKG TO
MATCH HOLDOWN
CHORD ABOVE
u
HOLDOWN DETAIL (EXIST FOOTING
SCALE: 1" = V-0"
Epoxy anchors shall be inspected by a certified third party
inspection service. Provide all reports to city inspector
NOTE:
RAISE STEM WALL AS REQ'D AT PERIMETER
AREAS WHERE NEEDED DUE TO CIVIL GRADES.
STUD WALL PER
SILL PL AND AB DIA
FRAMING PLAN NOTES
AND SPACING PER
SHEAR WALL SCHED
SHEATHING AND NAILING
PER PLAN AND SHEAR
(2) #4 CONT TOP
WALL SCHEDULE X
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SCALE: 1" = V-0"
ATTACH TO TOP PLATE PER
MFR
STANDARD STRONG -WALL
HIGH STRENGTH WOOD
SHEARWALL AT 2ND FLOOR
SIMPSON A34 EA SIDE
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ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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I.1 I•I
II II
II II
HEADER PER PLAN
II II
II II
I I I I
I.1
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III II II
I I•I I I•j 1.1
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HOLDOWN CHORD
1 1 1 1 1 1 I I
1111 II II
11.11 11 I I
I •1 11
ICI II
1 1 11
1111 II II
1 1 1 1 1.1 I.I
11.11 II II
I.I II
1 1 I.I
I'I II
1111 11 I I
1111 II II
11.11 11 I I
1 .1 11
ICI II
1 1 11
1111 II II
1 1 1 1 1.1 I.I
11.11 II II
I.I II
1 1 I.I
I•I
11 II
II II
Ij
1 •I II
I.I
AB W/ SIMPSON BP
1 1 I I
11
1 1 1
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PL WASHER, TYP
I I
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II
II
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CONCRETE FOOTING
OR P/T SLAB
NOTES:
1. REFER TO STRUCTURAL NOTES FOR
ADDITIONAL INFORMATION.
2. FOR SHEAR WALLS WHERE NO HOLDOWNS
ARE SPECIFIED THE FIRST AB SHALL BE
LOCATED NOT MORE THAN V-0" AND NOT
LESS THAN (7) BOLT DIAMETERS FROM END
OF WALL.
TYPICAL SHEAR WALL DETAIL
SCALE: 3/4" = V-0"
— — — — — — — — — — — — — — — — — — — — -------r-l-----T-
I'I I'I I'I 1•I I I•I
II II II II III
II II II �1 11•
II II II
II II II II III
II II II II III
I'I I'I I'I 1•I I I.
II II II II I 1
I II II �1 III
FRAMING AT ADJOINING I I 11'I
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I'I WALL SCHED I I
II iI
I III
II II II II 1�.1
II II II I
II II II II
1'1 1.1 1.1 1•
II II II
II II
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II II II
II II II
II II II
I I I•I I•I
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II II II
II II II
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II II II
I I I•I I•I
II II II
II II II
II II II
II II II
I I I•I I•I
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II II II
II II II
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AB SIZE AND SPACING
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SCHEDULE OR
STRUCTURAL NOTES, TYP
0.131"0 x 3"
NAILS @ 9" OC
(2) ROWS OF 0.131" 0 x 3"
NAILS @ 9" OC
STUD WALL PER
FRAMING PLAN
NOTES, TYP
EDGE NAILING PER PLAN
AND SHEAR WALL
SCHEDULE OR
STRUCTURAL NOTES, TYP
SHEATHING (OR GWB) AND
NAILING PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
A. CORNER INTERSECTION
B. 'T' INTERSECTION
TYPICAL WALL INTERSECTION DETAIL
SCALE: 1" = V-0"
2x6 STUD @ 2x4 CROSS WALL
2x8 STUD @ 2x6 CROSS WALL
EDGE NAILING PER PLAN AND
SHEAR WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
0.131"0 x 3"
NAILS @ 9" OC
STUD WALL PER FRAMING
PLAN NOTES, TYP
SHEATHING (OR GWB) AND
NAILING PER PLAN AND SHEAR
WALL SCHEDULE OR
STRUCTURAL NOTES, TYP
PANEL EDGE NAILING
PER SHEAR WALL
SCHEDULE, TYP
PANEL EDGE NAILING INTO
HOLDOWN CHORDS, TYP
INTERMEDIATE
NAILING @ 12" OC
SHEATHING PER PLAN AND
SHEAR WALL SCHEDULE
HOLDOWN CHORD PER
SCHEDULE. REFER TO
TYPICAL BUILT-UP
COLUMN DETAIL
ADDITIONAL END STUD
IF REQUIRED TO
PROVIDE
COUNTERSINK FOR
HOLDOWN BOLTS
HOLDOWN ANCHORAGE
PER PLAN AND SCHEDULE
SIMPSON CNW COUPLER 1/2" TO
NUT W/ SIZE TO MATCH SHEATHED EDGE
HOLDOWN ANCHORAGE
PANELEDGE
NAILING PER SHEAR
WALL SCHED
CONTINUE HOLDOWN CHORD
TO FOUNDATION
NOTE:
SUPPORTS AT SOLID
POSTS SIM
BEAM PER
AND SCHE
SIMPSON LTP4 C
A35 FRAMIP
ANCHOR EACH SI[
OF BEA
SOLID OR MULT
STUD COLUMN PER P,_
CONCRETE STEM WALL
CONCRETE FOOTING
PARALLEL TO STUD WALL
PLATE WASHER
PER SHEAR
WALL SCHED
SECTION A -A
SCALE: 1 1/2" = V-0"
JOIST DIRECTION
PER PLAN
STUD WALL
TYPICAL FLUSH BEAM SUPPORT DETAILS
SCALE: 1" = V-0"
NOTE:
STAGGER SHEATHING AS SHOWN.
INTERMEDIATE
FRAMING MEMBERS
SHEATHING
PANEL, TYP
II II I
I
CONTINUOUS
PANEL EDGES
II II I I
II I I
2x OR 3x BLOCKING ONLY IF
BLOCKED DIAPHRAGM IS SPECIFIED
FRAMING MEMBERS
W/ SPACING PER PLAN
SUPPORTED
PANEL EDGES
II II I II II II II
JL_J�
DIAPHRAGM BOUNDARY
(SHEAR WALL, BEAM, OR DRAG STRUT)
TYPICAL FLOOR/ ROOF SHEATHING DETAIL
SCALE: NTS
(2) ROWS OF (8) 0.131"o x 3"
2 1/4" END NAILS @ 3" OC EA SIDE OF
DISTANCE, TYP SPLICE AND (2) @ 9" OC
ELSEWHERE W/ 1 1/2" EDGE
DISTANCE 3" OC
SPACING
TOP CHORD
SPLICE J AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM
TO INSTALL THE SPECIFIED 0.131" 0 CHORD
SPLICE NAILS, THE CONTRACTOR SHALL SPLICE
INSTALL SIMPSON CS20 STRAPS EA SIDE
OF WALL AT SPLICE. INSTALL EA STRAP
W/ (12) 10d AT EA END. WHERE BOTH
PLATES ARE CUT, INSTALL CS20 STRAPS
AT EA PLATE AND EA SIDE OF THE WALL.
6'-0" MIN BETWEEN SPLICES
SPLICES TO OCCUR AT
CENTER OF VERTICAL STUDS 0
TOP CHORD SPLICE BOTTOM CHORD SPLICE
��I����OP PLATE SPLICE DETAIL
SOLID
STUD COLU-
BEAM PER PLAN
AND SCHEDULE
SIMPSON A35 EACH
SIDE OF BEAM
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STU D
WALL
ADJACENT NAILS IN A
ROW ARE TO BE
DRIVEN FROM
OPPOSITE SIDES, TYP
FOR 2x4 STUDS, PROVIDE SINGLE
ROW OF NAILS STAGGERED EA SIDE
WITH 1 1/2" EDGE DISTANCE. FOR
2x6 STUDS, PROVIDE (2) ROWS OF
NAILS SPACED AT 2 1/2" W/ 1 1/2"
EDGE DISTANCE
9" OC MAX SPACING BETWEEN
ADJACENT NAILS IN A ROW
0.131"0 x 3" NAILS, TYP
(5) STUDS MAX TO
BE USED FOR
BUILT-UP COLUMNS
TYPICAL BUILT-UP STUD COLUMN DETAIL
SCALE: 1" = V-0"
SIMPSON A35 (ONLY
REQUIRED AT EXTERIOR
HEADERS GREATER
THAN 6' SPAN)
(6) 0.131"0 x 3" NAILS
TYPICAL STUDS
NAILING PER TYP
BUILT-UP STUD
COLUMN DETAIL
SHEATHING W/
BOUNDARY NAILING
PER FRAMING PLAN
NOTES
SIMPSON LTP4
PER PLAN
STUD WALL SHEATHING
PER PLAN & SHEAR
WALL SCHEDULE
AT HOLDOWNS: PROVIDE FULL HT
HOLDOWN CHORDS PER HD SCHED.
OTHERWISE: (1) 2x FULL HT
TYPICAL HEADER DETAIL
SCALE: 1" = V-0"
TYPICAL DRAG STRUT DETAIL
SCALE: 1" = V-0"
TYP DOUBLE
TOP PLATE
BEAM OR HEADER PER
PLAN AND NOTES
CRIPPLE STUDS PER PLAN
AND COLUMN SCHEDULE OR
STRUCTURAL NOTES
wILAN &
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ENGIN6E RING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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JOB NO: 23295.10
DATE: 1 2/20/23
RESUB
Mar 22 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
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CHORD SIZE PER
HOLDOWN SCHEDULE
SIMPSON STRAP WITH
FASTENERS PER
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INSTALL MAX NAILING
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WHERE POSSIBLE
JOIST DIRECTION
PER PLAN
FILL JOIST SPACE WITH FULL
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MATCH DIMENSIONS OF
STUD COLUMN ABOVE
TYPICAL STRAP HOLDOWN DETAIL
SCALE: 1" = V-0"
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ROOF JOIST PER PLAN
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BEAM PER PLAN -
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ROOF JOISTS PER PLAN
ROOF JOIST PER PLAN SLOPED HU OR LRUZ HANGERS
SIMPSON H2.5A 2x LEDGER W/ (2) ROWS
TIE AT EACH JOIST OF 1/4"0 x 5" SIDS
BEVELED BLOCK BELOW EA SCREWS @ 12" OC
ROOF JOIST (FULL BEARING)
SECTION AT LOW ROOF
SCALE: 1" = V-0"
DIAPHRAGM BOUNDARY
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FRAMING PLAN NOTES
WEB BLKG PER
JOIST MFR
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WALL SCHEDULE
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PLAN AND SHEAR
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OVERHANG PER ARCH
STUD WALL PER
PLAN AND NOTES
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OR STRUCTURAL NOTES
SHEATHING AND 2x WOOD BLOCKING
NAILING PER PLAN SILL PLATE NAILING PER SHEAR
1 1/2" LSL RIM Af WALL SCHED
WOOD JOISTS PER PLAN -/
PROVIDE PANEL EDGE
NAILING PER SHEAR WALL
SCHEDULE AT TOP PLATE
11 2x4 BLOCKING OR A35 (PER SW
SCHED) BETWEEN BLOCKING AND
\ TOP PLATE AT SHEAR WALLS ONLY
I.1 EXIST STUD WALL
CANTILEVERED JOIST FRAMING DETAIL
SCALE: 1" = V-0"
FULL DEPTH BLKG
RIPPED TO MATCH
SLOPE OF ROOF
ROOF SHEATHING AND
NAILING PER ROOF
FRAMING PLAN NOTES
BEVELED BLOCK BELOW EA
ROOF JOIST (FULL BEARING)
W/ (2) 10d INTO TOP PLATE
ROOF JOIST PER PLAN
SIMPSON H8 TIE
AT EACH JOIST
STUD WALL PER
PLAN & NOTES
ROOF RAFTER CONNECTION (BEARING
SCALE: 1" = V-0"
CROSS BEAM PER
PLAN AND SCHED
BEAM PER PLAN 1 1/2"
AND SCHED TYP
A
SIMPSON WPU TOP
FLANGE HANGER
3/4"0 A307 BOLT, TYP
14
1/4" SHIP" Ir DEn'n
SIMPSON
FLANG
BEAM
TYP 1 4 A
HSS COL PER PLAN SIDE PL 1/4 x 8 x V-0"
BEARING PL 3/4 x 8 x 1'-C
CANOPY COLUMN CONNECTION
V / SCALE: 1" = V-0"
DIAPHRAGM BOUNDARY
NAILING PER ROOF
FRAMING PLAN NOTES
2x FLAT OUTLOOKER @ 24"
OC, 24" MAX OVERHANG
FULL DEPTH LSL RIM.
NOTCH AT OUTLOOKERS
1 1/2" LSL BLKG
@ 4'-0" OC
SECTION A -A
SHEATHING PER
PLAN AND SHEAR
WALL SCHEDULE
BEAM PER PLAN AND
SCHED
NOTE:
FOR NOTES AND DETAILS NOT
CALLED OUT REFER TO TYPICAL
STUD WALL FRAMING DETAILS.
DECK SECTION
SCALE: 1" = V-0"
(4) 10d NAILS @ BLKG
ROOF SHEATHING AND
NAILING PER ROOF
FRAMING PLAN NOTES
SIMPSON A35
CLIPS @ 24" OC
SIMPSON A35
CLIPS EA BLOCK
FULL -HEIGHT STUD
WALL PER PLAN &
NOTES
(3) 10d NAILS
EA END
ROOF JOIST
PER PLAN
ROOF RAFTER CONNECTION (NON -BEARING
SCALE: 1" = V-0"
EAM PER PLAN
kND SCHED
IDE PLATES
EARING PLATE
PANEL EDGE NAILING
PER SW SCHED
DIMENSION PER ARCH DRAWINGS
2x CONT LEDGER W/ (2) 1/4"o x 3"
SDS SCREWS @ 16" OC -
PRE-ENGINEERED RAILING SYSTEM &
ATTACHMENTS TO STRUCTURE BY OTHERS
DECK JOIST PER PLAN
NOTE:
PROVIDE HANDRAIL PER
ARCH AT SIM SECTION
NO WALL AT SIM
SECTION
SILL PL NAILING
PER SW SCHED
JOIST PER PLAN
SOFFIT AND DRAINAGE
HSS COLUMN SYSTEM BY OTHERS
2x4 BLKG OR A35
BETWEEN WALL TOP
PLATE AND RIM
STUD WALL PER PLAN
DECK WALL SECTION
SCALE: 1" = V-0"
SOFFIT AND DRAINAGE
SYSTEM BY OTHERS
2x6 CONTINUOUS
RIDGE BOARD, TYP
2x NAILER W/ (2
NAILS @ EACH RA
NEW 2x6 STUD
WALL PER PLAN
EXIST OR PROPOSED
PLYWOOD FLOOR
SHEATHING PER PLAN NOTES
EXIST 2x10 FLOOR
JOISTS (FIELD VERIFY)
2x WOOD BLKG
@ 4'-0" OC MAX
(2) SIMPSON DTT2Z DECK
TIES PER PLAN W/ 1/2"0
A36 THREADED ROD
EXIST 2x FULL DEPTH
LEDGER (FIELD VERIFY)
EXIST 2x4 STUD WALL
2x6 RAFTERS @ 24" OC
STICK FRAMED OVERFRAMING DETAIL
SCALE: NTS
OVERFRAMING
SHEATHING & NAILING
PER SW SCHED
WEB FILLER PER /
JOIST MFR J
SLOPED HU OR
LRUZ HANGERS
2x4 STUD WALL BEYOND.
POCKET BEAM IN WALL
SECTION
/ SCALE: 1" = V-0"
SHEATHING AND NAILING
PER PLAN NOTES
1 1/2" CONT LSL RIM
2x4 PONY WALL
SILL PL NAILING
PER SW SCHED
BEAM PER PLAN
I -JOISTS PER PLAN
AND SCHEDULE
NOTE:
FOR NOTES & INFO NOT
SPECIFICALLY CALLED OUT
REFER TO DETAIL 7 & 8.
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ENGINES RING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
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PONY WALL
I -JOIST PER
PLAN
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DOUBLE TOP PLATE TO
MATCH ROOF SLOPE
SILL PL NAILING
PER SW TABLE
NOTE:
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SPECIFICALLY CALLED OUT
REFER TO TYPICAL ROOF
• FRAMING DETAILS.
SECTION
SCALE: 1" = V-0"
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ENCINEE RING
250 4TH AVE. S., SUITE 200
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