APPROVED BLD BLD2024-0193+Architectural_Plan+2.13.2024_12.17.32_PM+4056978DUDLEY ROSS RESIDENCE - KITCHEN REMODEL
1055 DALEY STREET
EDMONDS, WA 98020
HOMEOWNER/APPLICANT
DAVID ROSS & DEANNA DUDLEY-ROSS
1055 DALEY STREET
EDMONDS, WA 98020
CONTRACTOR
PNW DESIGN & REMODEL
16627 70TH PLACE W.
LYNNWOOD, WA 98037
STRUCTURAL ENGINEER
SIDESWAY ENGINEERING, PLLC
20305 87TH AVENUE W.
EDMONDS, WA 98026
PARCEL NUMBER
00434204402301
LEGAL DESCRIPTION
CITY OF EDMONDS BLK 044 D-01 - PAR A OF CITY ED
SP S-93-237 REC AF N09404140151 & BEING PTN OF
LOTS 23-25 OF EXST PLAT
SCOPE OF WORK
REMOVE BEARING WALL TO OPEN THE KITCHEN UP
TO THE DINING ROOM. UPGRADE EXISTING FLOOR
FRAMING IN THE VICINITY OF THE REMODEL SINCE
IT WILL BE EXPOSED.
EXISTING
D WALLS AS
MAIN FLOOR DEMO PLAN 4
En
PROPOSED MAIN FLOOR PLAN 4
Ej
OBTAIN ELECTRICAL
PERMIT FROM
STATE LABOR &
INDUSTRIES
ALL WORK SUBJECT
TO FIELD
INSPECTION FOR
CODE COMPLIANCE
el�L=1 I]
PLANS MUST BE
ON JOB SITE
City Of Edmonds
Building Department
...................................
Work REMODEL
---------------------------------------------------------------------------------=
................................................................................
Address 1055 DALEY ST
Owner DUDLEY ROSS
Approved Date 2/29/2024
....................................................
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Building Official
Permit Number BLD2024-0JALD2024-0193
..................................
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CITY OF EDMON
DEVELOPMENT SEF
DEPARTMENI
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WA
� 400785
4NAL
02/12/24
REV.
DATE
DESCRIPTION
0
02112124
PERMIT SUBMITTAL
PROJECT NO.:
23111.01
DESIGNED BY:
CAB
DRAWN BY:
CAB
CHECKED BY:
CAB
SHEET TITLE:
FLOOR PLANS
'ED
24
)S
VICES
SCALE: 114" = 1 '-0"
0 8
SCALE. 114" = 1 '-0"
[ej
E1
SHEET NO.:
A1.1
STRUCTURAL NOTES
CODE
ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS,
SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC) AS AMENDED BY THE LOCAL
JURISDICTION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE
THE LATEST EDITION.
DESIGN LOADS
LIVE LOADS:
RESIDENTIAL 40 PSF (FLOOR)
SNOW 25 PSF
FOUNDATIONS.
THE FOLLOWING SOIL DESIGN PARAMETERS HAVE BEEN ASSUMED. IF EXCAVATION SHOWS THAT SOIL
CONDITIONS DO NOT MATCH THE LISTED DESIGN VALUES, A GEOTECHNICAL ENGINEER SHALL BE
RETAINED TO EVALUATE THE SOIL CONDITIONS. NOTIFY THE ENGINEER FOR POSSIBLE FOUNDATION
REDESIGN.
• 1,500 PSF (ALLOWABLE BEARING PRESSURE)
• 35 PCF + SURCHARGE (ACTIVE LATERAL PRESSURE)
• 200 PCF (PASSIVE PRESSURE)
• 0.35 (COEFFICIENT OF FRICTION)
FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR COMPACTED STRUCTURAL FILL AS REQUIRED
BY THE GEOTECHNICAL ENGINEER. FOOTINGS SHALL BE PLACED AT A MINIMUM OF THE FROST DEPTH
REQUIRED BY THE LOCAL JURISDICTION. FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT
MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. FINAL FOUNDATION ELEVATIONS ARE SUBJECT TO SITE
CONDITIONS AND SHALL BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED
BENEATH THE STRUCTURE ABOVE, UNLESS DIMENSIONED OTHERWISE.
THE CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING EXCAVATION, PILE
INSTALLATION, AND ANY OTHER CONSTRUCTION EARTHWORK. NOTIFY THE UNDERGROUND UTILITIES
LOCATION SERVICE AT LEAST 1 WEEK PRIOR TO CONSTRUCTION AND INDEPENDENTLY VERIFYALL
UTILITIES WHICH MAY BE AFFECTED BY THIS PROJECT. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR
ALL DAMAGE DAMAGE TO UNDERGROUND UTILITIES RESULTING FROM THEIR WORK.
CONCRETE
ALL CONCRETE WORK SHALL BE PERFORMED IN ACCORDANCE WITH ACI 301 "STANDARD
SPECIFICATIONS FOR STRUCTURAL CONCRETE" AND ACI 318, "BUILDING CODE REQUIREMENTS FOR
STRUCTURAL CONCRETE". THE CONCRETE SHALL HAVE A UNIT WEIGHT OFAPPROXIMATELY 150 PCF.
CONCRETE STRENGTHS AT 28 DAYS (f c) AND MIX CRITERIA SHALL BE AS FOLLOWS:
• SLAB -ON -GRADE: f'c = 2,500 PSI 0.55 WIC RATIO
• FOUNDATION & WALLS: f'c = 2,500 PSI 0.55 WIC RATIO
ALL CONCRETE EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN
ACCORDANCE WITH ACI TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION.
MINIMUM CONCRETE COVER ON REINFORCING STEEL SHALL BE AS FOLLOWS:
• 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"
BEAM/COLUMN TIES AND STIRRUPS 1 1/2"
REINFORCING STEEL
REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615 GRADE 60.
REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. WELDED
WIRE REINFORCING SHALL CONFORM TO ASTM A 185. PROVIDE WELDED WIRE FABRIC IN SHEETS WITH
12" LAPS AT SIDES AND ENDS.
REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE.
WET -SETTING ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY
EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS APPROVED BY THE ENGINEER.
REFER TO ACI FOR PLACING TOLERANCES AND OTHER REINFORCING STEEL REQUIREMENTS.
DEVELOPMENT LENGTH AND LAP SPLICE
REINFORCING DEVELOPMENT LENGTHS AND LAP SPLICES SHALL BE AS FOLLOWS. ALL LENGTHS ARE IN
INCHES BASED ON GRADE 60 REINFORCING. CONSULT ENGINEER FOR OTHER GRADES OF STEEL. TOP
BARS ARE HORIZONTAL BARS WITH MORE THAN 12" OF CONCRETE CAST BELOW THE BAR.
f'c = 2500 PSI
f'c = 3000 PSI
DEVELOPMENT
LAP SPLICE
DEVELOPMENT
LAP SPLICE
LENGTH
LENGTH
BAR SIZE
TOP
OTHER
TOP
OTHER
TOP
OTHER
TOP
OTHER
BARS
BARS
BARS
BARS
BARS
BARS
BARS
BARS
#3
23
18
30
23
22
17
28
22
#4
31
24
41
31
29
22
37
29
#5
39
30
51
39
36
28
47
36
CONCRETE GENERAL NOTES
WALL AND COLUMN VERTICAL BARS SHALL START FROM THE TOP OF FOOTING. HORIZONTAL BARS
SHALL START A DISTANCE OF 112 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND/OR TOP OF
FRAMED SLABS. THERE SHALL BE AN ADDITIONAL HORIZONTAL BAR AT A MAXIMUM OF 3" FROM EVERY
TOP OF WALL AND BOTTOM OF FRAMED SLABS.
PROVIDE CORNER BARS TO MATCH AND LAP ALL HORIZONTAL REINFORCING ON EACH SIDE OF THE
CORNER PER SCHEDULE OR BEND ONE SIDE OF HORIZONTAL AROUND CORNER TO PROVIDE LAP SPLICE.
PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP EACH SLAB INTO
RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET. AREAS SHALL BE AS SQUARE AS
PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS SHALL BE APPROVED BY THE ARCHITECT
PRIOR TO PLACEMENT.
ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY
PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN
REINFORCING DETAILED BEYOND JOINT UNLESS NOTED OTHERWISE IN PLAN.
SEE ARCHITECTURAL DRAWINGS AND MECHANICAL DRAWINGS FOR EXACT SIZE AND LOCATION OF
OPENINGS IN CONCRETE WALLS, FLOORS, AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE
AROUND OPENINGS GREATER THAN 12" IN ANY DIRECTION WITH (1) #5 EACH SIDE AND (1) #5 x 4'-0"
DIAGONAL AT EACH CORNER. EXTEND BARS 2'-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE,
EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS.
SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, STRIPS, TEXTURE, AND
OTHER FINISH DETAILS AT EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS.
WOOD FRAMING
ALL WOOD FRAMING SHALL BE PERFORMED IN ACCORDANCE WITH IBC CHAPTER 23, ANSI/AWC
"NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", AND AITC "TIMBER CONSTRUCTION
MANUAL ".
SAWN LUMBER SHALL BE IDENTIFIED BY THE GRADE MARK OF AN AGENCY APPROVED BY AN
ACCREDITATION BODY COMPLIANT WITH DOC PS 20. ALL GRADES SPECIFIED IN THE STRUCTURAL
DRAWINGS ARE MINIMUM STANDARDS AND SHALL BE AS FOLLOWS. -
STUDS, PLATES, AND BLOCKING HEM -FIR STUD GRADE
• JOISTS DOUG-FIR #2
• 4x OR SMALLER BEAMS AND HEADERS DOUG-FIR #2
• 6x OR LARGER BEAMS AND HEADERS DOUG-FIR #1
• POSTS AND TIMBERS DOUG-FIR #2
WOOD FRAMING SHALL BE KILN -DRIED TO A MAXIMUM MOISTURE CONTENT OF 19%. ALL WOOD IN
CONTACT WITH CONCRETE OR MASONRY, OR EXPOSED TO EARTH OR WEATHER SHALL BE PRESSURE
TREATED IN ACCORDANCE WITH AWPA STANDARD U1 AND M4 FOR THE SPECIES, PRODUCT,
PRESERVATIVE, AND END USE REQUIRED.
GLUED LAMINATED TIMBER SHALL BE MANUFACTURED AND IDENTIFIED IN CONFORMANCE WITH
ANSI/AITC A190.1 AND ASTM D3737. UNLESS OTHERWISE SPECIFIED, ALL GLUED LAMINATED TIMBERS
SHALL BE DOUGLAS FIR SPECIES. SINGLE SPAN BEAMS SHALL BE COMBINATION 24F-V4 AND MULTI -SPAN
BEAMS OR BEAMS THAT CANTILEVER SHALL BE COMBINATION 24F-V8.
STRUCTURAL WOOD PANEL SHEATHING USED ON WALLS, FLOORS, OR ROOFS SHALL CONFORM TO
THEIR SPECIFIC REQUIREMENTS IN DOC PS 1, DOC PS 2, OR ANSI/APA PRP 210. PLYWOOD SHALL BE
GRADE C-D WITH EXTERIOR GLUE. REFER TO IBC SECTIONS 2303.1.4, 2304.6, AND 2304.7 FOR ADDITIONAL
COMPLIANCE REQUIREMENTS.
NAILS, SCREWS, BOLTS, AND CONNECTORS
REFER TO THE PLANS, NOTES, SCHEDULES, AND DETAILS FOR ALL NAILING REQUIREMENTS. NAILING
NOT SPECIFIED SHALL BE PER IBC TABLE 2304.10.1. ALL NAILS SHALL CONFORM TO THE STANDARD
DIMENSIONS OF COMMON NAILS AS DEFINED BY THE NDS AND SHALL MEET THE FOLLOWING MINIMUM
GUIDELINES:
• 8d = 0.131 "O x 2 1/2"
• 10d = 0.148"0 X 3"
• 16d = 0.162"0 x 3 1/2"
10d BOX NAILS (0.128"0 x 3') 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 THE DRAWINGS. OTHER NAILS MAY
BE SUBSTITUTED ONLY WITH THE ENGINEER'S APPROVAL PRIOR TO START OF CONSTRUCTION.
ALL LAG SCREWS AND BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE STANDARD
CUT WASHERS UNDER THE HEADS AND NUTS OF ALL LAG SCREWS AND BOLTS BEARING ON WOOD.
LEAD HOLES FOR BOLTS SHALL BE PROVIDED AND SHALL BE A MINIMUM OF 1/32" AND A MAXIMUM OF
1/16" LARGER THAN THE BOLT DIAMETER. LEAD HOLES FOR LAG SCREW SHANK AND THREADS SHALL BE
PER NDS 12.1.4.2.
ALL WOOD CONNECTORS SHALL BE SIMPSON STRONG -TIE OR ENGINEER APPROVED EQUIVALENT.
CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS
USING THEIR SPECIFIED NUMBER AND SIZE OF FASTENERS. IF STRAPS CONNECT TWO MEMBERS, PLACE
1/2 OF THE NAILS, SCREWS, OR BOLTS INTO EACH MEMBER.
ALL NAILS, SCREWS, BOLTS, AND METAL CONNECTORS IN CONTACT WITH PRESSURE TREATED OR FIRE
RETARDANT TREATED WOOD SHALL BE HOT DIP GALVANIZED IN ACCORDANCE WITH ASTM A153.
WOOD FRAMING GENERAL NOTES
SILL PLATES BEARING ON CONCRETE FOUNDATIONS SHALL BE PRESSURE TREATED AND SHALL ATTACH
TO THE CONCRETE WITH 1/2"0 ANCHOR BOLTS EMBEDDED 7" MINIMUM. PLACE ANCHORS AT 4'-0" OC
MAXIMUM FOR SHEAR WALLS AND AT 6'-0" OC FOR BEARING AND PARTITION WALLS. USE A MINIMUM OF
(2) ANCHOR BOLTS PER SILL PLATE AND PLACE ONE WITHIN 12" OF EACH END OF EACH PIECE. REFER TO
THE SHEAR WALL SCHEDULE FOR MORE STRINGENT ANCHORAGE SIZE AND SPACING REQUIREMENTS.
CONTRACTOR SHALL INSTALL 3 GAUGE PLATE WASHERS BENEATH EACH NUT AT EACH ANCHOR BOLT IN
A SHEAR WALL THAT EXTEND TO WITHIN 1/2" OF SHEATHED EDGE.
ALL SHEAR AND/OR BEARING WALLS SHALL BE FRAMED WITH 2x STUDS ca 16" OC. REFER TO PLAN
NOTES FOR TYPICAL HEADER SIZES NOT SPECIFICALLY CALLED OUT. ALL HEADERS SHALL BE
SUPPORTED BYA MINIMUM OF (1) CRIPPLE AND (1) FULL HEIGHT STUD. COLUMNS BELOW FLUSH FRAMED
MULTIPLE JOIST BEAMS SHALL BE EQUAL IN WIDTH TO THE BEAM. ALL COLUMNS NOT CALLED OUT SHALL
BE (2) STUDS. BEAMS SHALL HAVE FULL BEARING ON COLUMNS AND POSITIVE CONNECTION SHALL BE
PROVIDED.
PROVIDE SOLID BLOCKING BETWEEN JOISTS AND RAFTERS AT ALL SUPPORTS, AT 8'-0" OC MAXIMUM
SPACING BETWEEN SUPPORTS, AND BENEATH PARTITIONS PERPENDICULAR TO THE DIRECTION OF
FRAMING. INSTALL DOUBLE JOISTS UNDER PARTITIONS EXTENDING ONE HALF OR MORE OF THE JOIST
SPAN.
MINIMUM NAILING REQUIREMENTS SHALL BE PER IBC TABLE 2304.10.1. THE USE OF NAIL GUNS IS
APPROVED IF NAILING INTO THE DIAPHRAGMS IS FLUSH WITH FACE OF SHEATHING. NAIL PENETRATIONS
GREATER THAN 1/16" ARE NOT ACCEPTABLE.
NOTCHES AND HOLES IN WALL STUDS ARE ALLOWED WITHIN THE PARAMETERS OF IBC SECTIONS
2308.5.9 AND 2308.5.10. NOTCHES AND HOLES IN JOISTS AND RAFTERS ARE ALLOWED WITHIN THE
PARAMETERS OF IBC SECTIONS 2308.4.2 AND 2308.7.4.
GENERAL NOTES
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, CIVIL,
ELECTRICAL, AND MECHANICAL DRAWINGS FOR BIDDING AND CONSTRUCTION. REFER TO THE
ARCHITECTURAL DRAWINGS FOR ELEVATIONS, SLOPES, NON -BEARING WALLS, STAIRS, CURBS, DRAINS,
RAILINGS, WATERPROOFING, FINISHES, ETC. REFER TO THE ARCHITECTURAL, CIVIL, ELECTRICAL, AND
MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF PIPES, VENTS, DUCTS, AND OTHER OPENINGS NOT
SPECIFICALLY INDICATED ON THE STRUCTURAL DRAWINGS.
CONTRACTOR SHALL VERIFYALL DIMENSIONS AND FIELD CONDITIONS FOR COMPATIBILITY WITH THE
PLANS, SPECIFICATIONS, AND REFERENCED STANDARDS BEFORE PROCEEDING WITH ANY WORK. THE
MOST STRINGENT REQUIREMENT SHALL GOVERN ANY CONFLICT UNLESS APPROVED IN WRITING
OTHERWISE. ALL DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE DESIGN TEAM
BEFORE PROCEEDING.
CONTRACTOR SHALL BE RESPONSIBLE FOR STRENGTH AND STABILITY OF ANY PARTLY COMPLETED
STRUCTURE. CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY AND SHALL PROVIDE
TEMPORARY SHORING AND SUPPORT AS REQUIRED UNTIL THE STRUCTURE HAS BEEN COMPLETED.
CONTRACTOR INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE DESIGN TEAM FOR
APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES ON SHOP DRAWINGS DO NOT SATISFY
THIS REQUIREMENT. REVIEW OF ALTERNATE SYSTEMS MAY BE AN ADDITIONAL SERVICE BY THE
ENGINEER.
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 DESIGN TEAM.
LEGEND
DEFINITION SYMBOL DEFINITION
DIRECTION OF NATIVE SOIL
FRAMING
EXTENT OF lift GRANULAR FILL
FRAMING
COLUMNS
P
STRUCTURAL STEEL
COLUMN BEARING
RATED SHEATHING
ON BEAM
G�
SHEAR WALL
BEAM CONTINUOUS
OVER SUPPORT
(SEE SCHEDULE)
COLUMN MARK
CONCRETE WALL
(SEE SCHEDULE)
BEARING STUD
FOOTING MARK
WALL
(SEE SCHEDULE)
NON -BEARING
``'
HOLDOWN MARK
STUD WALL
J
(SEE SCHEDULE)
BEARING STUD
SHEAR WALL
NON -BEARING
STUD SHEAR WALL
CMU WALL
HANGER MARK
(SEE SCHEDULE)
FLAG NOTE
(SEE PLAN NOTES)
STEEL MOMENT
FRAME CONN.
SWX
O
ABBREVIATIONS
(A)
ABOVE
ANCHOR BOLT
GLB
GLUE -LAMINATED BEAM
HORIZONTAL
AB
HORIZ
ALT
ALTERNATE
KP
KING POST
ARCH
ARCHITECT
KSI
KIPS PER SQUARE INCH
(B)
BELOW
L
ANGLE
BD
BAR DIAMETER
MECH
MECHANICAL
BLKG
BLOCKING
MF
MOMENT FRAME
BM
BEAM
MTL
METAL
BOT
BOTTOM
NS
NEAR SIDE
BRNG
BEARING
OC
ON CENTER
OPPOSITE
PLATE
PLACES
POUNDS PER SQUARE INCH
POUNDS PER SQUARE FOOT
POST TENSIONED
PRESSURE TREATED
REINFORCING
REQUIRED
SCHEDULE
SIMILAR
SLAB ON GRADE
STANDARD
STIFFENER
BTWN
BETWEEN
OPP
CJP
COMPLETE JOINT PENETRATION
PL
CLR
CLEAR
PLCS
CMU
COL
CONCRETE MASONRY UNIT
COLUMN
CONCRETE
PSI
PSF
CONC
P/T
CONN
CONNECTION
PT
CONT
CONTINUOUS
REINF
COORD
COORDINATE
REQ'D
DBL
DOUBLE
SCHED
DET
DETAIL
SIM
DIA
DIAMETER
SOG
DIM
DIMENSION
STD
DIR
DIRECTION
STIFF
EA
EACH
STL
STEEL
SYMMETRICAL
SHEARWALL
TOP OF CONCRETE
TOP OF STEEL
ELEV
ELEVATION
SYMM
ES
EACH SIDE
SW
EX
EXISTING
TOC
EXP
EXPANSION
TOS
FLR
FLOOR
TOW
TOP OF WALL
FDN
FOUNDATION
TYP
TYPICAL
FTG
FOOTING
FAR SIDE
GENERAL CONTRACTOR
UNO
UNLESS NOTED OTHERWISE
FS
VERT
VERTICAL
GC
WF
WIDE FLANGE
LENGTH OF NOTCH SHALL
F_
m
NOT EXCEED 1/3RD THE
O
JOIST DEPTH
LL
(3
PRE -DRILL HOLE AT
CORNERS OF NOTCHES.
DO NOT OVERCUT
NOTCH AT END OF
JOISTS SHALL NOT
EXCEED 1/4 THE JOIST
DEPTH. DO NOT NOTCH
WHERE PRACTICABLE.
MAX HOLE O SHALL NOT
EXCEED 40 % THE STUD
DEPTH (I.E. 2 1/4" FOR 2x6,
1 1/4" FOR 2x4). MINIMIZE
HOLE DIAMETER WHERE
POSSIBLE.
3
W
0
OR HOLE O
1/4 OF STUD
WIDTH MAX
v
5/8" MIN CLR
TO EDGE
MAX HOLE O SHALL NOT
EXCEED 1/3 THE JOIST DEPTH
E. 3" FOR 2x10, 3.75" FOR 2x 12).
MINIMIZE HOLE DIAMETER
WHERE POSSIBLE.
m '
m�
m
U its
zCL
�O
N
2x JOISTS PER PLAN OR
SCHEDULE. REFER TO MFR
RECOMMENDATIONS FOR
I -JOIST HOLES AND NOTCHES.
NOTE:
1. NOTCHES ARE NOT PERMITTED IN THE
MIDDLE 1/3 OF THE JOIST SPAN.
2. NOTCHES ARE NOT PERMITTED ON
THE BOTTOM (TENSION FACE) OF
JOISTS WHERE THE WIDTH IS 4x OR
GREATER.
ALLOWABLE HOLES & NOTCHES
SCALEI"= 1'0"
ADJACENT NAILS IN A
ROW ARE TO BE
DRIVEN FROM
OPPOSITE SIDES, TYP
(3) STUDS MAX TO
BE USED FOR
BUILT-UP COLUMNS
UNO ON PLANS
8" OC MAX SPACING BETWEEN
ADJACENT NAILS IN A ROW
STAGGER NAILS EA SIDE OF STUD
WITH 1 1/2" EDGE DISTANCE.
PROVIDE 0.148" x 3" NAILS FOR (2)
STUDS & 0.207" x 4 1/2" NAILS FOR
(3) STUDS.
PROVIDE (1) ROW OF STAGGERED
NAILING FOR 2x4 STUDS. PROVIDE
(2) ROWS FOR 2x6 STUDS.
TYPICAL BUILT-UP STUD COLUMN DETAIL
SCALE: 1 " = 1 '-0"
JOIST FRAMING ---
PLAN & SCHEL
STUD WALL
FRAMING PER
PLAN & NOTES
COL P,
BEAM WIDTH, UNO
PERPENDICULAR TO STUD WALL
TYPICAL FLUSH BEAM SUPPORT DETAIL
SCALE: 1 " = 1 '-0"
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Feb 14 2C
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CITY OF EDMON
DEVELOPMENT SEF
DEPARTMEN
cz
CL
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�aL�
�SIONAL
02112/ 24
REV.
DATE
02112124
DESCRIPTION
0
PERMIT SUBMITTAL
PROJECT NO.:
23111.01
DESIGNED BY:
CAB
DRAWN BY:
CAB
CHECKED BY:
CAB
SHEET TITLE:
NOTES
& TYPICAL
DETAILS
'ED
24
DS
VICES
SHEET NO.:
S1.1
rVIC"r -,n A/T rPIPI-rihill
MAIN FLOOR FRAMING PLAN 4
0
2ND FLOOR FRAMING PLAN 4 4
J SCALE: 114"= 1'-0" 0 8 lG % SCALE: 114"= l'-0"
0
FLOOR FRAMING PLAN NOTES:
1. REFER TO THE STRUCTURAL NOTES AND TO THE TYPICAL WOOD FRAMING DETAILS ON SHEET S1.1 FOR
FRAMING REQUIREMENTS NOT SPECIFICALLY SHOWN ON THE FLOOR FRAMING PLAN.
2. WHERE REQUIRED, PLYWOOD FLOOR SHEATHING SHALL BE 314" MINIMUM THICKNESS WITH A 40120 SPAN
RATING WHERE FLOOR FRAMING IS SPACED AT 16" OC. ATTACH TO FRAMING BELOW WITH 10d COMMON
NAILS AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, AND COLLECTOR
ELEMENTS INDICATED ON PLANS. NAILS AT INTERMEDIATE FRAMING SHALL BE 10d COMMON NAILS
COLUMN & POST BASE ADD (1) #4 EA SIDE SPACED AT 12" OC. PROVIDE ADHESIVE ATOP EACH JOIST AS SPECIFIED BY THE ARCHITECT BEFORE
PER PLAN OF PERIMETER INSTALLING SHEATHING. FLOOR SHEATHING IS UNBLOCKED UNO ON PLAN.
3. TYPICAL HEADERS FOR EXTERIOR AND BEARING WALL LOCATIONS SHALL BE 4x6 DF#2 FOR SPANS LESS
FTG PER PLAN EXTEND TOP BARS 2" THAN 4, 4x8 DF#2 FOR SPANS LESS THAN 6, AND 4x10 DF#2 FOR SPANS LESS THAN 8'. ALL HEADERS
INTO EXIST SLAB W/ SHALL BE SUPPORTED BYA MINIMUM OF (1) 2x JACK STUD AND (1) 2x KING STUD. ALL JACKAND KING
EXIST SLAB ON GRADE SIMPSON SET-XP STUDS SHALL MATCH WIDTH OF WALL FRAMING.
EPDXY 4. WALL STUD FRAMING SHALL BE AS FOLLOWS.-
* 2x4 DF STUD 0 16" OC FOR EXTERIOR WALLS.
• 2x4 DF STUD 0 16" OC FOR INTERIOR BEARING & NON -BEARING WALLS.
_= REFER TO ARCHITECTURAL DRAWING FOR DETERMINATION OF WALL TYPE. ALL SILL AND TOP PLATES
SHALL BE DF STUD GRADE.
a 5. ALL COLUMNS, TRIMMER STUDS, AND BEARING WALLS SHALL BE CONTINUED DOWN TO THE
a FOUNDATION UNLESS SUPPORTED BYA BEAM BELOW. SOLID BLOCKING SHALL BE PROVIDED WITHIN
�'0 000 0.0 �� �00 0.00 o`b JOIST SPACES AT THESE LOCATIONS. PROVIDE (2) STUDS MINIMUM AT FLUSH BEAMS UNO.
500 00 0� �o 00 0.0 0000do � 6. MULTIPLE PLY BEAMS SHALL BE FASTENED TOGETHER WITH (2) ROWS OF 10d �a 12" OC. PROVIDE 2"
o MINIMUM EDGE DISTANCE TOP & BOTTOM AND ALTERNATE NAILING ON EACH FACE OF BEAM.
7. PROVIDE CS16 STRAP AT LOCATIONS WHERE COLUMN OR BEAM CUTS DOUBLE TOP PLATE. EXTEND
1 — — — — STRAP 12" BEYOND THE CUT EACH DIRECTION WITH (10) 10d EA SIDE.
— — = CONT BENTONITE 8. CONTRACTOR SHALL PROVIDE ALL TEMPORARY & SAFETY BRACING AND SHORING AS REQ'D TO
1 — STRIP AT JOINTS, TYP FACILITATE THE BEARING WALL REMOVAL AND REPLACEMENT WITH BEAM. DESIGN BY OTHERS.
- I 1_�-� I (-
MAXIMUM SLOPE STRUCTURAL FILL
PER S1.1 OR FIRM
SIZE & REINF NATIVE SOIL
PER PLAN
FOOTING 0a EXISTING SLAB
SCALE. 1 " = 1 '-0"
ROOF FRAMING PLAN
SCALE: 114" = 1 '-0"
4 4
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02/12/24
REV. DATE
DESCRIPTION
0 1 02112124
PERMIT SUBMITTAL
PROJECT NO.:
23111.01
DESIGNED BY:
CAB
DRAWN BY:
CAB
CHECKED BY:
CAB
SHEET TITLE. -
FRAMING
PLANS
'ED
24
)S
VICES
SHEET NO..
S2.1