SEE REV1 APPROVED BLD2023-1397+STRUCTURAL PLANS+11.2.2023_1.27.15_PM+3877721STRUCTURAL NOTES
(THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS)
CODE MINIMUM LAPS AND EMBEDMENT TYPICAL FRAMING NOTES
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
LIVE LOADS:
ROOF (SNOW LOAD) 25 PSF
RESIDENTIAL 40 PSF
UNINHABITABLE ATTIC WITHOUT STORAGE 10 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)
1.286
ONE SECOND SPECTRAL RESPONSE ACCEL (SI)
0.453
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (SDS)
1.029
ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL (SDI)
0.558
RISK CATEGORY
II
SEISMIC IMPORTANCE FACTOR (IF)
1.0
SEISMIC DESIGN CATEGORY
D
BASIC SEISMIC FORCE -RESISTING -SYSTEM
WOOD SHEAR WALLS
RESPONSE MODIFICATION FACTOR, (R)
6.5
REDUNDANCY FACTOR (p)
1.0
SEISMIC RESPONSE COEFFICIENT (CS)
0.158
W = TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-16 SECTION 12.7.2.
BASE SHEAR (V), V = CSW = RIDI W
WIND LOADS:
BASIC WIND SPEED (3 SECOND GUST) 97 MPH
EXPOSURE B
KZT 1.0
STATEMENT OF SPECIAL INSPECTIONS
STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED.
FOUNDATIONS: SPREAD FOOTINGS
SOILS REPORT:
ALLOWABLE SOIL PRESSURE
LATERAL EARTH PRESSURE:
UNRESTRAINED:
RESTRAINED:
PASSIVE:
COEFFICIENT OF FRICTION
NOT AVAILABLE AT TIME OF DESIGN
1500 PSF (ASSUMED)
35 PCF + ANY APPLICABLE SURCHARGE
50 PCF + ANY APPLICABLE SURCHARGE
300 PCF
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).
FILL AND BACKFILL MATERIAL SHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE
THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM
TEST METHOD D1557.
,■I■1011410:111:
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
f'c*
WATER/CEMENT
CONTENT PER CUBIC
MAXIMUM
SHRINKAGE STRAIN
RATIO
YARD
FOOTINGS
4000 PSI
0.50
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.
UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED
BELOW:
f'c = 2500 PSI
DEVELOPMENT LENGTH
LAP SPLICE
BAR
TENSION
COMPRESSION
TENSION
COMPRESSION
SIZE
TOP BARS
OTHER
BARS
ALL BARS
TOP BARS
OTHER
BARS
ALL BARS
#3
24
18
9
30
23
12
#4
31
24
12
41
31
15
#5
39
30
15
51
39
19
#6
47
36
18
61
47
23
#7
68
53
21
89
68
27
#8
78
60
24
102
1 78
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"
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)
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
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
6'-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.
l.�e\��il►tit/e\ l���r�1�7e1►1�1»e���»►1��:7e��[�7►(.y
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.
6. GYPSUM WALLBOARD NAILING
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.
GENERAL
CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS BEFORE PROCEEDING. ANY DISCREPANCIES SHALL
BE BROUGHT TO THE ATTENTION OF THE STRUCTURAL ENGINEER BEFORE PROCEEDING.
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 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 STRUCTURAL ENGINEER.
APPROVED
PLANS MUST BE
ON JOB SITE
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
LEGEND
DEFINITION
SYMBOL DEFINITION
SYMBOL
�1=1��=���=���
DIRECTION OF
FRAMING
NATIVE SOIL
- - - - -
EXTENT OF
FRAMING
0.1 GRANULAR FILL
STRUCTURAL STEEL
COLUMNS
P
COLUMN BEARING
RATED SHEATHING
ON BEAM
BEAM CONTINUOUS
SHEAR WALL
OVER SUPPORT
(SEE SCHEDULE)
SWX
COLUMN MARK
G�
CONCRETE WALL
(SEE SCHEDULE)
/
BEARING STUD
FOOTING MARK
O
WALL
(SEE SCHEDULE)
NON -BEARING
t HOLDOWN MARK
STUD WALL
(SEE SCHEDULE)
BEARING STUD
HANGER MARK
O
SHEAR WALL
(SEE SCHEDULE)
NON -BEARING
FLAG NOTE
STUD SHEAR WALL
(SEE PLAN NOTES)
CMU WALL
STEEL MOMENT
�V
FRAME CONN.
ABBREVIATIONS
(A)
ABOVE
ANCHOR BOLT
ALTERNATE
ARCHITECT
BELOW
BLOCKING
HORIZ
HORIZONTAL
KING POST
KIPS PER SQUARE INCH
AB
ALT
KIP
KSI
ARCH
(B)
BLKG
MECH
MECHANICAL
MOMENT FRAME
NEAR SIDE
MF
NS
BM
BOT
BEAM
BOTTOM
OC
ON CENTER
OPPOSITE
PLATE
PLACES
POUNDS PER SQUARE INCH
POUNDS PER SQUARE FOOT
OPP
BTWN
BETWEEN
COMPLETE JOINT PENETRATION
PL
CJP
PLCS
CLR
CLEAR
CONCRETE MASONRY UNIT
PSI
CMU
PSF
COL
COLUMN
P/T
POSTTENSIONED
CONC
CONCRETE
PT
PRESSURE TREATED
CONN
CONNECTION
REINF
REINFORCING
CONT
CONTINUOUS
REQ'D
REQUIRED
DBL
DET
DOUBLE
DETAIL
SCHED
SIM
SCHEDULE
SIMILAR
SLAB ON GRADE
STANDARD
SHEAR WALL
TOP OF CONCRETE
TOP OF STEEL
TOP OF WALL
TYPICAL
UNLESS NOTED OTHERWISE
DIM
DIMENSION
SOG
EA
EACH
STD
ELEV
ELEVATION
SW
EXIST
EXISTING
TOC
EXP
FLR
EXPANSION
TOS
FLOOR
TOW
FDN
FTG
FOUNDATION
FOOTING
FAR SIDE
FULL HEIGHT
GLUE -LAMINATED BEAM
TYP
LINO
FS
VFY
VERIFY
VERIFY IN FIELD
VERTICAL
FH
VIF
GLB
VERT
C G
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
(38/ 28/ 23
m
W
F- 00
Q N
0
00
O
DESIGN: LMS
DRAWN: JCP
CHECK: JGG
JOB NO: 23164.10
DATE: 08/28/23
RECEIVED
Nov 09 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2023-1397
La
The following documentation shall be available on ! Z
■
site for the building inspector: o Lj
Lj
■ U; N 0
0 x❑ COE APPROVED ARCHITECTURAL PLAN SET ! c 0)0 Z
W
X❑ COE APPROVED STRUCTURAL PLAN SET ; Z w
❑ COE REVIEWED CALCULATION PACKET ! Imo- Q Q
' ENERGY CREDIT WORKSHEET ' D
■
' Z V)
❑ SITE PLAN 0 LaQ U
❑ CIVIL PLAN ! Q :2 ZO D
.❑
■ ! Q N in■ ❑ W cn
!tl
CITY OF EDMONDS BUILDING DEPARTMENT 2021 ■
SHEET:
S1.1
EXIST 46 HDR (VFY)
-----------------------
------------
---- -- ----- -- - - - -
�� I
N
l I I F--
0 0 I I
I
O I I oxo u
O I I NO
U I V)LL
N I I Lu @J
w I 2
I
S3.1 _
II EXIT F -1 Q EXIST 46 F -1 EXIST 46 r
INE4I L ■ i �I.�STCOC �/�� �}\��
V-6" x V-6" x 0'-10" LLJ Lu 00
Ln --A-
DEEP FOOTING W/ (2)
O > > /y/� SISTER JOISTS W/ (2)
#4 REINF EA WAY BOT = O = O
I 00 � 00 CC ROWS 16d NAILS @ O
O 1 cv E" - 16" OC STAGGERED u`
00
I I N N WHERE EXIST JOIST N O
N I I OCCURS, SISTER (1) N �q
x j I 2x8 TO EXIST JOIST w @j
I I
I I EXIST 46 r EXIS 4x 0, EXIST 4x6 ■
L_J L_ L_J
I I N
I I N
I I 0
I I 00 u
I I cx 0
I I I__ N EXIST 14" x 14" x 10"
I I Ix @) DEEP FOOTING, TYP
I I
I I
I I
I I
I I
I I
IL------- ----- ------
I
I
L- - - - - - - - - - - - - - - - - - - - - - - - - -
PARTIAL FOUNDATION AND MAIN FLOOR FRAMING PLAN
SCALE: 1/4" = V-0"
FOUNDATION PLAN NOTES: 2'-0" 0
1. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL.
2. REFER TO SHEET S3.1 FOR FOUNDATION DETAILS.
3. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS.
4. FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON SECOND FLOOR FRAMING PLAN. REFER TO HOLDOWN
SCHEDULE FOR HOLDOWN TYPES AND SECOND FLOOR FRAMING PLAN FOR HOLDOWN ANCHOR BOLT
LOCATIONS.
MAIN FLOOR FRAMING PLAN NOTES:
REFER TO TYPICAL FLOOR FRAMING PLAN NOTES.
T-0" 4'-0"
EXIST 4x8 HDR
i
2 2
00
00
x
x
N
N
N
N
/y\C
INFILL EXIST OPENING
(NON-STRUCTURAL)
POCKET BEAM
PER 5/S3.1
EXIST BEAM
O
O
O
LL
N
x
Lu
CONNECT HOLDOWN
TO FOUNDATION PER
DET 1/S3.1
V)
N
O
O
0
LL
H
x
w
4x10 n62
HDR
5'-3 1/2" EXIST 4x6 HDR
(VFY/PROVIDE)
EXIST FLOOR
JOISTS
EXIST BEAM
PARTIAL SECOND FLOOR FRAMING PLAN
SCALE: 1/4" = V-0"
TYPICAL FLOOR FRAMING PLAN NOTES:
I
2' 4'
1. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE
FOUNDATION UNLESS CARRIED BY A BEAM BELOW.
2. REFER TO SHEET S3.1 FOR TYPICAL FLOOR FRAMING DETAILS.
3. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED.
HOLDOWNS SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN.
4. TYPICAL HEADERS AT BEARING LOCATION SHALL BE SUPPORTED BY A MINIMUM OF (1) CRIPPLE
STUD AND (1) FULL HEIGHT STUD.
5. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS.
6. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC.
V-9" T-0"
H
EXIST WALLS TO
BE REMOVED
8'-0"
CONNECT HOLDOWN
TO BEAM BELOW PER
DETAIL 7/S3.1
NOTE:
PRIOR TO DEMO OR REMOVAL OF ANY
EXISTING STUD WALL, THE CONTRACTOR
SHALL EVALUATE AND VERIFY THAT THE STUD
WALL DOES NOT SUPPORT EXISTING FRAMING.
IF IN QUESTION, CALL THE ENGINEER.
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
I V I I I
(DuII I I wlI
G (Du
Lu J 01 1 1 1 6 1 z z 0
INFILL OPENING PER w 11 11 <I IJW z Lu
TYPICAL FRAMING Q rl I I I 00 I� w u
x I I I I xl I �, N @J
NOTES ON S1.1 00 u N cn L__J L___�I N 1O N
rA N N --- N N 11 N N
r c~n =
NN w OII wll� ,� Ix0
i z
w p I1 S2
EXIST BEAM EXIST HDR 1 1 8 a
1 1 i 53.1
4)x6 H F # 2 IST HDR 1L rl Q 4x6 HF#2 LALALA A.
I
v, EXIST 2x8 RIDGE --- ■ HDR G�
W L HDR g -10 2'-6" 2'-4" EXIST 2x4 RAFTERS �� of WAS S
00 2'-6" EXIST 2x8 RAFTERS W/ COLLAR TIES @ 24" OC
+ F (� o
L.Li @ 24" 0000 x
v,
N x0 zu + + �d
"' N_ N _EXIST EXIST w O + + + + + + 0�
39553
�o EXIST OVERFRAMING
x VALLEY X @� + + + + �sIONAL��~
Lu @) y RAFTERS RAFTER EXIST
N
*�� wo + ++++++++ ++ 08128125
EXIST BEAM Q � N + + + + + + +
L
z u + + + + + + + +
N J O Lu Z
N LJJ z J
O u rl LL Lu
a
O N N rNl
O N N N N
N LU O x XLu Lu _1 /I
EF==l la
T-0" 4'-0"
EXIST RAFTERS
PARTIAL ROOF FRAMING PLAN
SCALE: 1/4" = V-0"
TYPICAL ROOF FRAMING PLAN NOTES:
1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING.
2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USED AS A
DOOR OR WINDOW HEADER.
3. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN.
4. REFER TO SHEET S3.1 FOR TYPICAL ROOF FRAMING DETAILS.
5. REFER TO DETAIL 4/S3.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS.
6. REFER TO THE STRUCTURAL NOTES SHEET FOR COLUMNS SUPPORTING TYPICAL BEARING WALL
HEADER BEAMS.
7. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE
FOUNDATION UNLESS CARRIED BY ABEAM BELOW.
8. HOLDOWNS SHOWN ON ROOF FRAMING PLAN SHALL BE PLACED ON SECOND FLOOR LEVEL.
HOLDOWN SCHEDULE
MARK
TYPE
MIN CHORD
SIZE
STUD NAILS OR BOLTS
ANCHOR BOLT
(SEE NOTE 4)
CAPACITY (LB)
1
HDU2
(2) 2x
(6) SDS 1/4" x 2 1/2" SCREWS
5/8"0
2,215
NOTES:
1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS.
2. REFER TO DETAIL 6/S3.1 FOR INSTALLATION OF ROD FLOOR TO FLOOR HOLDOWNS. REFER TO DETAIL
7/S3.1 FOR CONNECTION OF ROD HOLDOWN TO BEAM BELOW.
3. INSTALL HD HOLDOWNS AT FOUNDATION WALLS OR THICKENED SLAB FOOTINGS PER DETAIL 1/S3.1.
4. AT ALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALL SCHED.
SHEAR WALL SCHEDULE
APA-RATED
MIN FRAMING AT
SHEAR WALL
RIM JOIST OR
SILL PLATE NAILING TO
SILL PLATE ANCHOR
FOUNDATION
SHEAR
TYPE
SHEATHING
ADJOINING PANEL
NAILING
BLOCK CONN TO
RIM/BLKG
BOLT TO SLAB OR
SILL PLATE SIZE
CAPACITY
EDGES (SEE NOTE 5)
AT PANEL EDGES
TOP PLATE
FOUNDATION
(PLF)
BELOW
15/32"
2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8" 0 AB
SW6
ONE SIDE
AND BLKG
@ 6" OC
@ 24" OC
6" OC
@ 5'-0" OC
2x
242
15/32"
2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8" 0 AB
SW4
ONE SIDE
AND BLKG
@ 4" OC
@ 20" OC
4" OC
@ 4'-0" OC
2x
350
15/32"
(2) 2x STUD AND
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8" 0 AB
SW3
ONE SIDE
2x FLAT BLKG
@ 3" OC
@ 15" OC
3" OC
@ T-0" OC
2x
455
15/32"
3x STUD AND
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8" 0 AB
SW2
ONE SIDE
2x FLAT BLKG
@ 2" OC
@ 12" OC
2.5" OC
@ 2'-6" OC
2x
595
15/32"
(2) 2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131"0 x 3" @
5/8" 0 AB
2SW4
BOTH SIDES
AND BLKG
@ 4" OC
@ 10" OC
2" OC
@ 2'-0" OC
2x
706
15/32"
(2) 2x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131 x 3"
5/8" 0 AB
2SW3
BOTH SIDES
AND BLKG
@ 3" OC
@ 7.5" OC
@ 1.5" OC
@ V-6" OC
2x
910
15/32"
3x STUD
0.131"0 x 2 1/2"
LTP4 OR A35
0.131 x 3"
5/8" 0 AB
2SW2
BOTH SIDES
AND BLKG
@ 2" OC
@ 6" OC
@ 1.5" OC
@ 1'-0" OC
2x
1190
NOTES:
1. REFER TO THE TYPICAL SHEAR WALL DETAIL.
2. THE VALUES IN THIS TABLE ARE APPROPRIATE FOR HF GRADE STUDS AND HF GRADE PLATES & RIM/BLOCKING.
3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT.
4. WHERE PANELS ARE APPLIED ON BOTH FACES OF A WALL, PANEL JOINTS SHALL BE OFFSET TO FALL ON DIFFERENT FRAMING MEMBERS, OR FRAMING
SHALL BE 3x AT ADJOINING PANEL EDGES AND NAILS SHALL BE STAGGERED.
5. WHERE TABLE SPECIFIES (2) 2x FRAMING, CONNECT (2) 2x STUDS AND BLOCKING AS FOLLOWS: SW3 = (2) 0.131"0
@ 3.5" OC, 2SW4 = 0.131" 0 @ 2.5" OC,
2SW3 = (2) 0.131" 0 @ 1.5" OC.
6. NOTE THAT 3x FRAMING MAY BE USED IN LIEU OF (2) 2x FRAMING SPECIFIED IN TABLE.
7. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12" OC MAXIMUM.
8. AT ALL 5/8"0 SILL PLATE ANCHOR BOLTS, INSTALL 1/4" x 3" x 3" PLATE WASHERS. EDGE OF PLATE WASHER
SHALL BE WITHIN 1/2" OF SHEATHED EDGE.
FOR DOUBLE SIDED SHEAR WALLS, USE WIDER PLATE WASHERS AS REQUIRED TO MEET THIS REQUIREMENT.
9. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL.
10. 7/16" SHEATHING MAY BE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG
DIMENSION ACROSS STUDS.
J
Z
O
m
U
U
�
W
0
Lu
d
Ld
m
N
F-
Q
00
�
0
00
O
Y
Q
DESIGN:
LMS
DRAWN:
JCP
CHECK:
JGG
JOB
NO:
23164.10
DATE:
08/28/23
RECEIVED
Nov 09 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Z
BLD2023-1397<
0
Z
Q
Z
0
=>
w
v
Z
Q
W
0
V)
N
Z
W
0
_,_,.,°'
�-
I-
a
0
LL.
V)
O
D
azVj
o
�
Ld
a
7
w
z
Z0
0�0
W
w
SHEET:
S2ml
C GI
HOLDOWN CHORD PER PLAN
& HOLDOWN SCHEDULE
CRIPPLE STUD AT
OPENING AS REQ'D
PER PLAN & DETAILS
NOTE:
EXTEND THREADED ROD BETWEEN
JOISTS INTO STEM WALL BELOW.
PROVIDE ROD COUPLER IF REQ'D.
THREADED ROD AS
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
ii
II
II
I I SQUASH BLKG TO
MATCH HOLDOWN
///I I CHORD ABOVE
II � II
II
II
HOLDOWN DETAIL (EXIST FOOTING
SCALE: 1" = V-0"
NOTE:
SUPPORTS AT SOLID
POSTS SIM
BEAM PER F
SIMPSON LTPi
A35 FRAN
ANCHOR EACH.
OF BI
SOLID OR MULT
STUD COLUMN PER F,_
WHIM VIVI/
PARALLEL TO STUD WALL
POST PER PLAN
ATTACH TO SILL
W/ (4) 16d TOE -NAILS
POST TO MATCH
POST ABOVE
EXIST SILL PLATE
EXIST FLOOR SYSTEM
SIMPSON A34 CLIP EA SIDE
SIMPSON ABU POST
BASE W/ 5/8" 0 TITEN
HD SCREW ANCHOR
m
II z
�Ilil IIII as
u
LU CC
II e e 0 w
a
SIZE & REINF m
PER PLAN
C RAW LS PACE DETAIL
SCALE: 1" = V-0"
JOIST DIRECTION
PER PLAN
STUD WALL
TYPICAL FLUSH BEAM SUPPORT DETAILS
SCALE: 1" = V-0"
SOLID
STUD COLU,.,,.
PERPENDICULAR TO STUD WALL
SIMPSON A35 (ONLY
REQUIRED AT EXTERIOR
HEADERS GREATER
THAN U SPAN)
(6) 0.131"0 x 3" NAILS
TYPICAL STUDS
NAILING PER TYP
BUILT-UP STUD
COLUMN DETAIL
AT HOLDOWNS: PROVIDE FULL HT
HOLDOWN CHORDS PER HD SCHED
OTHERWISE: (1) 2x FULL HT
TYPICAL HEADER DETAIL
SCALE: 1" = V-0"
STUD
WALL
TYP DOUBLE
TOP PLATE
BEAM OR HEADER PER
PLAN AND NOTES
CRIPPLE STUDS PER PLAN
AND STRUCTURAL NOTES
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"
CHORD SIZE PER
HOLDOWN SCHEDULE
SIMPSON HOLDOWN
PER PLAN AND
SCHEDULE
JOIST DIRECTION
PER PLAN
FILL JOIST SPACE WITH
BLOCKING TO MATCH
DIMENSIONS OF STUD
COLUMN ABOVE
COUNTER SINK
ADDITIONAL END
STUD FOR BOLTS
TYPICAL ROD HOLDOWN DETAIL
SCALE: 1" = V-0"
SHEATHING AND
NAILING PER PLAN AND
SHEAR WALL SCHEDULE
BEARING PLATE
3/8 x 3 1/2 x 0'-3 1/2"
HOLDOWN PER PLAN
SILL PLATE NAILING
PER PLAN AND SHEAR
WALL SCHEDULE
EXIST SHEATHING
EXIST FLOOR JOISTS
PER PLAN
WOOD BEAM PER PLAN
ROD HOLDOWN TO WOOD BEAM
SCALE: 1" = V-0"
PANEL EDGE NAILING PER
EXIST RAFTER
SHEAR WALL SCHEDULE
PER PLAN
EXIST SHEATHING
Nl-
rx I
_N EXIST RAFTER
PER PLAN 2x4 BLKG AT ALL
VFY/PROVIDE CEILING I PANEL EDGES
JOIST PER PLAN
11
2x4 BLOCKING
2x4 W/ (2) 10d NAILS
W/ SILL PLATE
@ 24" AS REQ'D FOR
NAILING PER SHEAR
CEILING ATTACHMENT
WALL SCHEDULE
SILL PLATE NAILING PER
SHEAR WALL SCHEDULE
EXIST CEILING
JOIST PER PLAN
PANEL EDGE NAILING PER
SHEAR WALL SCHEDULE
2x4 BLKG @ 16"
STUD WALL W/ SHEATHING
OC AS REQ'D
& NAILING PER PLAN AND
FOR CEILING
SHEAR WALL SCHEDULE
ATTACHMENT
A. RAFTER ALIGNED WITH
SHEAR WALL
INTERIOR SHEAR WALL SECTION
SCALE: 1" = V-0"
EXIST CEILING
JOIST PER PLAN
2x CONTINUOUS FULL
LENGTH TO OVERLAP
SHEAR WALL
NOTE:
FOR NOTES AND DETAILS
NOT SPECIFICALLY CALLED
OUT REFER TO CASE A
VFY/PROVIDE CEILING
JOIST PER PLAN
SILL PLATE NAILING
PER SHEAR WALL
SCHEDULE
2x4 BLKG @ 16"
OC AS REQ'D
FOR CEILING
ATTACHMENT
B. RAFTER ADJACENT TO SHEAR WALL
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
08/ 28/ 23
m
rlj
00
Q
00
O
Y
Q
DESIGN:
LMS
DRAWN:
JCP
CHECK:
JGG
JOB NO: 23164.10
DATE:
08/28/23
RECEIVED
Nov 09 2023
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
wt
BLD202AL57V)
z
�
Q
~
�Q
Lf
Ld
La
U
0
IV
w
OZ
o
O
0
()
W
N
�::
Q
cy-
0
z
W
Oi
'
L.L
"�-
a
0�
D
V)
�
0
Q
z
QO
W
Q
0
m
LL
m
Z
�
0
Ix0)
<
:20
0
z
z
�j
SHEET:
S3ml