REV1 APPROVED-BLD2024-1113+Architectural_Plan+10.8.2024_11.32.07_AM+45470900
U
U
Z Uj
� - Y
U
w
Decking &
o�
.p
JI
Plan Q�
�E
�
CO
1
z CD M a
0
Q Q rn M
a o
N C
Decking: Ln 0
Ln
Deckorators Voyage Composite E
Color - Mesa Y a_ w
installed per manufacturers specifications
Railings: CD
Trex Select Composite 0
4' — 9 3�4" 4' — 9 3�4" installed per manufacturers sppecifications E--
Ln
z cz Ln
r' o
REVISIONS " d; E
N
W
REV1 1-0M STRUE—L CONNECTION TO EXISTING
REV2
REV3
REV4
4'-934„ 4'-93/4„ REV5
Gate
ALL WORK SUBJECT x
TO FIELD Q
INSPECTION FOR
CODE COMPLIANCE
Extended Posts 4'
REVISED PLAN APPROVED
CITY OFEDD�MO'NDS BALDING DIVISION
BUILDING OFFICIAL
Oct 15 2024
APPROVED DATE
5'-11Y2" 5'-11y2" 3'-41y2" 6'-8"006'-8"00 REVISION I DATE:
Oct 09 2024 10/07/2024
CITY OF EDMONDS
HARDWARE a FASTEN EBB IN CONTACT WITH PRESERVATIVE -TREATED DEVELOPMENT SERVICES FILENUMBER:
WOOD SHALL BEOF HOT -DIPPED ZINC GALVANIZED STEEL, STAINLESS DEPARTMENT (�
STEEL, SILICON BRONZE OR COPPER. IN THE ABSENCE OF 1"76
G 85 ZINC-CCOATED
STEEL, OR ETIONS A QNIMUM UIVALENT, EN , SHALL L BE USED.
IRC R311.3.1 IBC2300.10.5.1
BLD2024-1113 SHEET NUMBER:
FScale: 1/4" = 1'-0" A.1
0
U 0
U
Z Uj
� — Y
VW
came an
W
o�
J)
Q�
E
Fasteners or preservative -treated and O O
U
fire -retardant -treated wood shall be of 4t 00 ` 1 n
hot -dipped zinc -coated galvanized steel,
W C"J
U
01
stainless steel, silicon bronze or copper, z CO )
rn
coating weights for zinc -coated fasteners shall > Q
be in accordance with ASTM A153. IRC R317.3 < o
CD 0
DO NLO
C
O
m E
C O (2
6„ Flashing above and below ledger. �2 a- w
LUS28 Joist hanger at each joist connection to ledger. (S.2/4)
N
O
V) N 00
(4) DTT1z lateral restraints attaching ledger. o
Y O
w R.
- Provide solid blocking between joists over support beams. w .�
z CZ Ln
10,_3„ a " M
All wood in contact with concrete to be pressure treated. N w
412 P.T. Beam
EC
M c�
Q w
a
4'
4x8 P.T. Beam
11'-11"0# 4' 0# 13'-4"
REVISION DATE
293Oct 09 2024 10/07/2024
'—"
CITY OF EDMONDS
DEVELOPMENT SERVICES FILE NUMBER
DEPARTMENT 1876
SHEET NUMBER:
Scale: 1/4" = V-0" A.2
0
)OW
0
U
Uj
woun a ion an3:
J)
Q�
E
CD O
CO
zCD LO a
ao
> Q
@�
� a o
DO N C
O
L, E
C O O
�- Y EL W
N
1, 6,_93�4„ 6,_93�4„ 6,_93�4„ 6,_93�4„ 1' M ¢ °'
� Ln
w r-, -a
z Ct to
`-' m
N
2' w
5'
w
0
Concrete footings will have two #4 rebar each way
2" above the bottom of the footing. Q °-
0
1' w
All footings to rest on undisturbed soil. 1500 p.s.f. assumed
soil bearing capacity and shall be field verified.
12" x 12" x 12" Concrete Footing
18-1 18" x 18" x 12" Concrete Footing
21" x 21" x 12" Concrete Footing REVISION DATE:
Oct 09 2024 10/07/2024
CITY OF EDMONDS
DEVELOPMENT SERVICES FILE NUMBER
DEPARTMENT
1876
SHEET NUMBER:
Scale: 1/4" = 1'-0" A.3
0
U 0
U
Z Uj
� - Y
E
V
w
asElevati on W
o�
J)
Q�
E
O O
1-1 U
CO
OO
z CD L' a
CO
Q Q
� a o
O
Lf) E
C O O
Y LL LU
x e d d IP s s ltd.a li t
N
O
o � � O
36" min. rail height o
V)
No more than a 4" Ln
z � ��
sphere shall pass M
between balusters N w
3'
w o
w C a
a W
8,_6„
REVISION DATE
Oct 09 2024 1 10/07/2024
CITY OF EDMONDS
DEVELOPMENT SERVICES FILE NUMBER
DEPARTMENT
1876
3 1 2
S,2 S,2 S,2
SHEET NUMBER
Scale: 1/4" = V-0" AA
0
U 0
U
z Uj
� - Y
Vw
South NorthW
o�
JI
Elevation Elevation Q
O O
CO
ao
> Q
� a o
O
L, E
C O O
�- Y EL W
CD
36" min. rail height o > o
0 ¢ ¢
No more than a 4" w
sphere shall pass w
between balusters
N "O
4-1
W
3'
0
O
w
a � W
O
I II ' II II III Z
I II II II II I
Post to Beall; III II II II I
BC4z II II III 4
8,_6„
Support Post; S 22
4x4 P.T.
LL
Post Base; LL
EPB44 REVISION DATE:
09 2024 10/07/2024
CITY OF EDMONDS FILE NUMBER
Concrete Footin
DEVELOPMENT SERVICES
DEPARTMENT
1876
SHEET NUMBER:
Scale: 1/4" = 1'-0" A.5
0
U U
Z (n
Vw
General Construction Notes
Concrete
Typical Wood Framing Details
W
TYPICAL UNLESS OTHERWISE SHOUN ON PLANS
CONCRETE SHALL ATTAIN A 28 DAY STRENGTH OF It - 3000 PSI AND MIX SHALL CONTAIN NOT LESS THAN 5 SACKS OF CEMENT PER
THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS.
Q
CUBIC YARD AND NO MORE THAN 6 GALLONS OF WATER PER SACK OF CEMENT.
Q
ALL MATERIALS AND WORKMANSHIP DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE
MINIMUM
AT SAWN TIMBER JOIST AREAS: PROVIDE CROSS -BRIDGING AT 8'-O' oc. MAXIMUM SPACING AND SOLID BLOCKING AT BEARING POINTS.
REQUIREMENTS OF THE DRAWING SPECIFICATIONS, THE INTERNATIONAL BUILDING CODE, (2021 EDITION).
CLASS AND USE PC SLUMP SACKS/ C.Y.
PROVIDE DOUBLE JOISTS UNDER ALL PARTITIONS. PROVIDE DOUBLE JOISTS EACH SIDE OF OPENINGS UNLESS DETAILED OTHERWISE.
A. FOOTINGS 2500 3-4 5-1/2
PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN HALF THE JOIST LENGTH AND DOUBLE JOIST
j I
n Desig Criteria
B. SLABS ON GRADE 2500 3-4 5-1/2
HEADERS AND DOUBLE JOISTS EACH SIDE OF ALL OPENINGS IN FLOORS AND ROOFS UNLESS DETAILED OTHERWISE. COORDINATE SIZE
1. AIR ENTRAINING AGENT (3%TO 6%) TO BE USED IN ALL CONCRETE FLAT WORK EXPOSED TO WEATHER
AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL
I
ROOF LIVE LOAD. 30 PSF & 35 PSF FOR S.R GROUND SNOW LOAD 25 PSF
2. POSSOLITH 300 SERIES (4 — PER 100- OF CEMENT) TO BE USED IN ALL CONCRETE.
DRAWINGS.
IIIIIIIIIIIIIIJ
FLOOR LIVE LOAD (RESIDENTIAL) 40 PSF FROST LINE DEPTH 12 INCHES
3. MIX MAY BE DESIGNED IN ACCORDANCE WITH THE PROVISIONS OF THE IBC/IRC.
FLOOR LIVE LOAD (DECK) 60 PSF WINTER DESIGN TEMP. 22 DEG. F.
4, WATER TO CEMENT RATIO PER THE IBC/IRC.
PROVIDE ONE 2x8 HEADER OVER AND DOUBLE STUDS EACH SIDE OF ALL OPENINGS IN STUD BEARING WALLS NOT DETAILED OTHERWISE.
STAIR & CORRIDOR LIVE LOAD 100 PSF AIR FREEZING INDEX 170
PROVIDE SOLID BLOCKING FOR WOOD COLUMNS AND MULTIPLE STUD POSTS THROUGH FLOORS TO SUPPORTS BELOW.
I
MECHANICAL UNITS WEIGHTS FURNISHED BY MFGR MEAN ANNUAL TEMP. 51 DEG. F.
ALL CONCRETE EXPOSED TO WEATHER SHALL BE AIR -ENTRAINED WITH AN AIR- ENTRAINING AGENT
WIND 100 MPH 3-8ec. gust, EXPOSURES'
CONFORMING TO IRC. THE AMOUNT SHALL BE 4%+ 1% BY VOLUME
PROVIDE CONTINUOUS SOLID BLOCKING AT MID POINT OF ALL STUDS OVER 10, IN HEIGHT.
EARTHQUAKE SEISMIC DESIGN CATEGORY D2
REINFORCING STEEL SHALL CONFORM TO ASTM A615, (INCLUDING SUPPLEMENT SI) GRADE 60, Fy= 40,000 PSI. EXCEPTION: COLUMN
TOENAIL JOISTS TO SUPPORTS WITH 2-16d NAILS. ATTACH ALL BEAMS AT THE ROOF EXCEEDING "'IN LENGTH TO SUPPORTS WITH
CD O
ALLOWABLE SOIL PRESSURE 1500 PS (NATURAL SOILS OR COMPACTED)
TIES, BEAM STIRRUPS, BARS TO BE FOLD BENT, BARS TO BE WELDED AND ANY OTHER BARS SPECIFICALLY SO NOTED ON THE DRAWINGS
U.S.P. KST29 STRAP EACH END.
r 1 U
�
SEE PLANS FOR ADD. LOADING CRITERIA.
SHALL BE GRADE 40 ty- 40,000 PSI REINFORCING COMPLYING WITH ASTM A615 (SI) MAY BE WELDED ONLY IF MATERIAL PROPERTY
� IX) �--I
REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS. D1.4 ARE SUBMITTED. NO REINFORCING SHALL
WALL FRAMING ALL STUD WALL SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS @ S6' O.C. AT INTERIOR WALLS AND 26
Y
LJ.1
STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING
BE WETSET UNLESS SPECIFICALLY SO DETAILED.
STUDS @ 1O.C. AT EXTERIOR WALLS
6'C)
C)
CD LA
CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILTY
Z DO 1 (1)
-0
AND SHALL NOTIFY THE ARCHITECT AND STRUCTURAL ENGINEER, OF ANY DISCREPANCIES PRIOR TO
WELDED WIRE MESH SHALL CONFORM TO ASTM A-185.
INDIVIDUAL MEMBERS OF BUILT-UP POSTS AND BEAMS SHALL EACH BE ATTACHED WITH 16d NAILS @ 12" O.0 STAGGERED.
O 0.) -
CONSTRUCTION SO HE MAY MANE PROPER REVISIONS TO THE WORK
PRESTRESSING STRANDS SHALL BE 12' ROUND 270 KS1 SEVEN WIRE UNCOATED STRESS RELIEVED STRAND CONFORMING ASTM A-415
ALL WOOD STUDS WALLS SHALL HAVE LOWER WOOD PLATE ATTACHED TO WOOD FRAMING BELOW WITH 16d NAILS @ 12' O.C.
Q Q 'T C6
CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO
(270 KSI).
STAGGERED UNLESS SHOWN OTHERWISE.
O
COMMENCING ANY WORK ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE
REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 315-80 AND 318,83. LAP ALL
ALL WOOD ERAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO MINIMUM STANDARDS OF THE INTERNATIONAL
00 O
N
INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED.
CONTINUOUS REINFORCEMENT 30 BAR DIAMETERS (2'-O' MIN). PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS
BUILDING CODE.
Q0
30 BAR DIAMETERS (2'-O' MIN.). LAP ADIECENT MATS OF WELDED WIRE FABRIC ONE FULL MESH (MIN. OF 8') AT SIDES AND ENDS.
O
LSO O
CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AND SHORING FOR THE STRUCTURE AND
ALL FRAMING SHALL COMPLY WITH THE APPROPRIATE SECTION(S) OF THE IBC/IRC.
�
STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE
NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY
ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED.
0 Co
WITH THE PLANS.
THE STRUCTURAL ENGINEER.
(D L E
�--I Y 0- LLJ
CONTRACTOR SHALL BE RESPONSIBLE FOR ALL REQUIRED SAFTEY PRECAUTIONS AND THE METHODS,
) :
CONCRETE PROTECTION FOR REINFORCING STEEL SHALL BE AS FOLLOWS (COVER
Nailing I I I n g
TECHNIQUES, SEQUENCES AND PROCEDURES REQUIRED TO PERFORM HIS WORK
FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3-
FORMED SURFACES EXPOSED TO EARTH (Le. WALLS BELOW GROUND) OR WEATHER (#6 BARS OR LARGER) 2' MINIMUM NAILING SHALL BE IN ACCORDANCE WITH TABLE 2304.91 OF THE INTERNATIONAL BUILDING CODE, UNLESS OTHERWISE NOTED
CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND THE STRUCTURAL ENGINEER FOR APPROVAL
(#5 BARS OR SMALLER) 11/2'
ON THE PLANS.
PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT.
COLUMN TIES OR SPIRAL AND BEAM STIRRUPS 11/2'
lU
DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT
SLABS AND WALLS (INTERIOR FACE) 3/4*
ALL WOOD STUD WALLS SHALL HAVE LOWER WOOD PLATE ATTACHED TO WOOD FRAMING BELOW WITH 16tl NAILS @ 6' O.C. STAGGERED
OR BOLTED TO CONCRETE WITH 5/8' DIAMETER ANCHOR BOLTS 4'-O' o.c. UNLESS SHOWN OTHERWISE.
N
ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND
CAST -IN -PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS
PLYWOOD NAILING: (USE UNLESS GREATER NAILING IS DETAILED OR SPECIFIED)
O
V)
APPROVAL BY THE ARCHITECT AND STRUCTURAL ENGINEER.
IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH
8d @ 6' O.c. AT SHEET EDGES
� �
CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND
8d @ 12' 0c. AT INTERMEDIATE BEARING POINTS
O
ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BYTHE
OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST -IN -PLACE AND PRECAST. NON -GROUT SHALL BE FURNISHED
SPECIAL INSPECTIONS SHALL BE REQUIRED FOR ALL CANTILEVERED RETAINING WALLS OVER 7 FT. IN & BASEMENT WALLS OVER 10 FT.
O r�
SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED
BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURE'S PUBLISHED
HEIGHT.
y
�-+ 5
BY THE SUPPLIER.
RECOMMENDATIONS.
0
L4(i
STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON THE AISC "SPECIFICATION FOR THE DESIGN,
PROVIDE THE GOVERNING AGENCY WITH SPECIAL INSPECTION FORM INDICATING SPECIAL INSPECTION REQUIREMENTS, SPECIAL
N
"o
SHOP DRAWINGS FOR STRUCTURAL STEEL, GLUED LAMINATED MEMBERS, OPEN WEB WOOD TRUSSES, AND PLYWOOD WEB JOISTS
INSPECTORS NAME, ADDRESS AND TELEPHONE NUMBER INFORMATION PER IBC 109.5
w
SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW TWO WEEKS PRIOR TO FABRICATION OF THESE
FABRICATION, AND ERECTION OF STRUCTURAL STEEL BUILDINGS', LATEST EDITION, PLUS ALL REFERENCED CODES.
zM
Ln 0
ITEMS.
STRUCTURAL STEEL INCLUDING PLATES, AND ROLLED SHAPES, SHALL CONFORM TO AST A36, Fy = 36 KSI STEEL PIPE SHALL CONFORM
Connectors / Hangers
¢
d" °O�++
SHOP DRAWINGS REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE
TO ASTM A-53, TYPE E, OR S, GRADE B, Fy = 35 KSI STRUCTURAL TUBING SHALL CONFORM TO ASTM A500, Fy = 46 KSM BOLTS SHALL
coE
N
VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD.
CONFORM TO ASTM A307 EXPANSION SHALL BE'PARABOLT' OR APPROVED EQUAL INSTALLED IN STRICT ACCORDANCE WITH THE
TIMBER CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE BY THE SIMPSON-STRONGTIE COMPANY, AS SPECIFIED IN THEIR
w
SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY- REPRODUCIBLE WILL BE MARKED AND RETURNED.
MANUFACTURE'S PUBLISHED RECOMMENDATION.
ALL WELDING SHALL BE IN CONFORMANCE WITH A.ISC. AND AWS. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O, CERTIFIED
CATALOG. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL
OR GREATER LOAD CAPACITIES.
SHOP DRAWINGS SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS
WELDERS USING E70XX ELETRODES. ONLY PREQUALIFIED WELDS (AS DEFINED BY AWS) SHALL BE USED. WELDING OF GRADE 40
PROVIDE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY MANUFACTURER
BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, THAT HE
REINFORCING BARS (IF REQUIRED) SHALL BE PERFORMED USING E70XX ELETRODES. WELDING WITHIN 4' OF COLD BENDS IN
CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
DEMONSTRATES HIS UNDERSTANDING BY INDICATING WHICH MATERIAL HE INTENDS TO FURNISH AND INSTALL AND BY DETAILING THE
REINFORCING STEEL IS NOT PERMITTED. SEE REINFORCING NOTE FOR MATERIAL REQUIREMENTS OF WELDED BARS.
WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE HALF OF THE NAILS OR BOLTS IN EACH MEMBER.
FABRICATION AND INSTALLATION METHODS HE INTENDS TO USE. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A301.
DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS
Wood / Lumber
PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD UNLESS NOTED OTHERWISE.
�+
ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BYTHE ENGINEER, THE DESIGN DRAWINGS
O
AND SPECIFICATONS SHALL CONTROL AND SHALL BE FOLLOWED.
ALL WOOD PLATES AND BLOCKING IN DIRECT CONTACT WITH CONCRETE OR MASONARY SHALL BE PRESSURE -TREATED WITH AN AWPA.
ALL NAILS SHALL BE COMMON. (MINIMUM) AS MEMBERS CONNECTED.
_
SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING STAIRS, AND EXTERIOR CLADDING SHALL INCLUDE THE DESIGNING
APPROVED PRESERVATIVE. PROVIDE 2 LAYERS OF ASPHALT IMPREGNATED BUILDING PAPER BETWEEN UNTREATED LEDGERS, BLOCKING,
ALL SHIMS SHALL BE SEASONED AND DRIED AND THE SAME GRADE
w
CZ N
PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHINGTON, AND SHALL BE APPROVED BYTHE COMPONENT DESIGNER PRIOR TO
ETC. AND CONCRETE OR MASONARY.
ALL JOISTS SHALL BE CONNECTED TO FLUSH BEAMS WITH'U' SERIES JOIST HANGERS.
~
4 )
CURSORY REVIEW BYTHE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. THE COMPONENT DESIGNER IS
FRAMING LUMBER SHALL BE KILN DRIED OR MC-15, AND GRADED AND MARKED IN CONFORMANCE WITH W.CL.6. STANDARD GRADING
F
w
r N 0
RESPONSIBLE FOR CODE COMFORMANCE AN ALL NECESSARY CONNECTOINS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR
RULES FOR WEST COAST LUMBER N0. 16, LATEST EDITION. FURNISH TO THE FOLLOWING MINIMUM STANDARDS:
ALL DOUBLE &TRIPLE MEMBER JOIST BEAMS SHALL BE CONNECTED TO FLUSH BEAMS WITH'U' SERIES HANGERS.
0
¢
y Z
STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND
ATTACH TIMBER JOISTS TO FLUSH HEADERS AND BEAMS WITH US.P.'U'SERIES METAL JOIST HANGERS TO SUITTHE JOIST SIZE
d
::
DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE MADE AVAILABLE UPON REQUEST.
JOISTS(2x MEMBERS) HEM FIR NO.2
Pre -manufactured Wood Roof Trusses
cC
BEAMS AND STRINGERS DOUGLAS FIR NO. 2
Site Work
POSTS AND TIMBERS DOUGLAS FIR NO.I
STUDS, PLATES AND MISC. LIGHT FRAMING DOUGLAS FIR NO.1 OR HEM FIR STAND. GRADE.
PRE -FABRICATED OPEN WEB WOOD TRUSSES (OR COMBINATION WOOD AND METAL) SHALL BE DESIGNED BY THE MAUFACTURER FOR
TOP AND BOTTOM PLATES AT BEARING WALLS DOUGLAS FIR NO. I OR HEM FIR CONSTRUCTION GRADE.
THE SPANS AND CONDITIONS SHOUN ON THE PLANS AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE
UNLESS A SOILS INVESTIGATION REPORT BY A LICENSED SOILS ENGINEER IS PROVIDED, THE FOUNDATION DESIGN IS BASED UPON AN
BOLTED STUDS, LEDGERS AND PLATES DOUGLAS FIR STANDARD GRADE,
MANUFACTURER'S PUBLISHED SPECIFICATIONS. ALL NECESSARY BRACING, BRIDGING, BLOCKING, PRE -NOTCHED PLATES ETC., SHALL BE
ASSUMED AVERAGE SOIL BEARING CAPACITY OF 2,000 PSF. EXTERIOR FOOTINGS SHALL BEAR P-6' MINIMUM BELOW FINISHED GRADE. 2x6 STUDS AND PLATES HEM FIR NO. 3 (STUD GRADE) THE DETAILED AND FURNISHED BY THE MANUFACTURER
ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. BACK FILL MATERIAL SHALL BE THOROUGHLY
BRG STUDS OVER 10 FT. TALL DOUGLAS FIR NO. 2
COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH DIRECT LOAD PATH OF COLUMNS.
SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS (COMPLETE WITH STRESS DIAGRAMS) TO THE ARCHITECT AND THE STRUCTURAL
ALLOWABLE SOIL PRESSURE 1500 PSF
GLUE LAMNATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH UB.C. STANDARDS NO. 25-10 AND 25-11. EACH MEMBER
ENGINEER FOR REVIEW TWO WEEKS PRIOR TO FABRICATION.
SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITE CERTIFICATION OF CONFORMANCE. ALL SIMPLE
Plywood
SPAN BEAMS SHALL BE DOUGLAS FIR COMBINATION 24F-V4, Fb = 2400 PSI, FV=165 PSI. ALL CANTILEVER BEAMS SHALL BE DOUGLAS
DESIGN SUBMITTALS SHALL BEAR THE STAMP OF A REGISTERED PROFESSIONAL ENGINEER, STATE OF WASHINGTON
FIR COMBINATION 24F-V8, Fb= 2400 PSI, Fr-165 PSI. CAMBER ALL GLULAM ROOF BEAMS TO 2000 RADIUS UNLESS OTHERWISE SHOUN
PERMANENT AND TEMPORARY BRIDGING AND BRACING SHALL BE INSTALLED IN CONFORMANCE WITH MANUFACTURER'S
ALL PLYWOOD WALL AND ROOF SHEATHING SHALL BE %h COX, UNLESS NOTED OTHERWISE. MINIMUM NAILING SHALL BE 8d @ W O.C. AT
ON THE PLANS.
SPECIFICATIONS.
PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL BE 24/0. ALL PLYWOOD FLOOR SHEATHING SHALL BE 3/4' COX TONGUE &
GROOVE UNLESS NOTED OTHERWISE. MINIMUM NAILING SHALL BE 10d @ 6° O.C. PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX
LAMINATED VENEER LUMBER SHALL BE FABRICATED IN CONFORMANCE WITH REPORT NO. NER-126. EACH MEMBER SHALL BEAR AN
SHALL BE 40/20. STAGGER ALL PANEL EDGES AT ROOF AND FLOOR SHEATHING. ORIENTED STRAND BOARD (O.S.B.) SHEATHING
IDENTIFICATION MARK ALL BEAMS SHALL BE WESTERN SPECIES, GRADE 18E, Fb= 2600 PSI, FV= 285 PSI.
PRODUCTS OF EQUIVALENT SPAN RATINGS SHALL BE ALLOWED.
PARALLEL STRAND LUMBER SHALL BE FABRICATED IN CONFORMANCE WITH REPORT NO. NER-292 EACH MEMBER SHALL BEAR AN
PLYWOOD ROOF AND FLOOR SHEATHING UNLESS OTHERWISE NOTED ON PLANS SHALL BE LAID UP WITH IDENTIFICATION MARK ALL BEAMS SHALL BE DOUGLAS FIR GRADE AN IDENTIFICATION 2.OE, Fb= 2900 PSI, FV- 210 PSI
FACE GRAIN PERPENDICULAR TO SUPPORTS AND NAILED WITH 8d NAILS 6' oc. TO FRAMED PANEL EDGES AND OVER STUD WALLS
REVISION
DATE
A
"1 1 0 / 0 7/ 2 0 2 `Y
SHOUN ON PLANS AND @ 12' O.C. (10" O.C. AT FLOORS TO INTERMEDIATE SUPPORTS. PROVIDE SOLD BLOCKING AT LINES OF SUPPORT AT
FLOORS. TOENAIL BLOCKING TO SUPPORTS WITH 16d NAILS ® 12' O.C. UNLESS OTHERWISE NOTED IN THE SHEARWALL SCHEDULE.
Oct 09 2024
PLYWOOD WALL SHEATHING SHALL HAVE SOLID BLOCKING AT ALL EDGES.
CITYOF EDMONDS
DEVELOPMENT SERVICES
FILE NUMBER:
DEPARTMENT
1876
SHEET NUMBER
S.1
(nU O
z Cn
Y
V-
w
WJ
J
JI
11 JI
al8, 1 HEIGHT TO BE 34 TO
D CD
*--2 To, roALumoTERELFORMATION. REFER
Dd
U
OO � -I
STRINGER
z CKj
D LO
P-j =�q TR , zf
ao
STRING ERI FIR STRINGERS
Q Q
CD o
36' MIN, LANDING JOISTS PER PLAIN
N C
O N LANDNGr STRINGERS 00 Q)
r a- w
N
0
��
Y O
U I E <
LIE!
0 E- Lin
'� t\
Z l71 L.n
" m E
N W
i�
(E) Wall Fram no
�.
}' � Q)
w u O
s�. Q
a C]
REVISION DATE
Oct 09 2024 10/07/2024
CITY OF EDMONDS
DEVELOPMENT SERVICES FILE NUMBER
DEPARTMENT
1876
SHEET NUMBER:
S.2
Corrosion resistant
metal column cap,
Follow Manu, inst,
Beam splices must occur
over posts with
13�" rninirnurn bearing
Stair Framio9TN
:
wWeo o"
���ws� oAs�,���
s� s,A�"P�sEP
Mill.
s
Min.
5" LedgerLoc
Top & Bottom, Typ,
°M
Ep1T10N ""3n,.z",a
-
� F�,M N,E
"�"�E"
5,8�P..=.°"^"°F"
Beam
",�"� �"°E s
=p I
THRUST
4x4 Knee Brace
�
°"°EP,"."'°.P�os
ressure treated wood post
Concrete Landing — u"oen sr"ieoens
°.'x r"AMI"s
Framed Landing
POSi PEPPa"
Knee bracing required
on than 4' in height. y
"°==ACE zP'e�P°3�''
posts greater
Post to Beam
w/ Knee Brace Detail
Deck
Stair
Detail
Flashin
.�OIstS
Top &Bottom
Deckin
New Joists Each Joist
(2) 3�" LedgerLoc
predrilled with a
min. of 3"embedment
into solid framing
12" on center E Floor Fr min
0 O
2��
typ.
Joist Han er
�
LUS or EQ
Block
sides
all
Of
4
new deck beam is same
Zan
post
distance from face of upper
wall as existing deck beam.
16d Gotly Notils, Typ,
5 Halls In each side
/1
Treated Verif Sin le
2x Ledger 2x Rim
of post
L
4
Rail Post
Detail
Ledger Attachment Detail
2021 Washington
State Residential Code
(nZ 0
C/)
— Y
TABLE R507.6 MAXIMUM DECK JOIST SPANS
TABLE R507.4 DECK POST HEIGHT
W
V
J
W
ALLOWABLE JOIST SPAN a•c
MAXIMUM CANTILEVER",'
TRIBUTARY AREA (sq.R�b
Q
(feet4nches)
LOAD'
(feet -inches)
POST 20 40
LOADS (psf)f POST SPECIESc
60 80 100 120 140 160
JOIST SPECIESb SIZE Joist spacing
s
Adjacent joist back spans
SIZE"
MAXIMUM DECK POST HEIGHT'
(inches)
(feet)
(feet -inches)
J
12 16 24
4 6 8 10 12 14 16 is
4 x 4 14-0 10-10
8-7 7-0 5-8 4-1 NP NP
2 x 6 7-11 7-1 5-9
1-0 1-6 NP NP NP NP NP fl�-
4 x 6 14-0 13-10
I I
11-1 9-5 8-2 7-3 6-4 5-4
J
I
Douglas fir-larche.
2.8 10-5 9-5 7-8
Hem-fiF
1-0 1$ 2-0 2-1 NP NP NP N=
Douglas fire, Hem -fir", SPFe --
6-6 14-0 14-0
14-014-0 14-0 13-3 I 10-9 I 6-11
2 x 10 133 11-0. 95
60 Live Load Spruce -pine -fire _
1-0 1-0 � 2-0 2-0 2-8 NP NP P:'-
_
60 Live Load 8 x 8 74-0 14-0
14-0 14-0 14-0 14-0 14-0 14-0
I
or 2 x 12 155 13-4 10-11
1-0 1-6�2-0 25 3-0 3-3 NP f,l'
_ _
< 60 Ground Snow Load 4 x 4 14-0 10.3
7-0 NP I NP NP I-_ NP NP
E
70 Ground f 2 x 6 74 6-8 5-10
Redwood. _
1-0 1-4 NP NP NP NP NP N`
r r 4 x 6 14-0 13-0
Redwood Western cedars
10-6 84 5-10 NP NP NP
O
CD U
,now Load
Western cedars' 2. 8 , M B-10 7-4
, 1-0 1-6 1-11 NP l NP I NP NP NF
Ponderosa pine'. Red pine' 6.6 14-0 14-0
14-0 14-0 11-11 NP NP NP
4t 00 c�0 to
Ponderosa pine' 2 x 10 124 11-0. 9-0
1-0 1-6 2-D 2-6 2-6 NP NP
y14-0r I 14-0
-
14-0 14-0 14-0 14-0 - -= "
W N U
LO
_
Red pine'
p
_ _
z W O
2 * 12 14-9 12-9 10-5
1-0 1-6 2-0 2-6 3-0 3-0
N 00 O'1
TABLE R507.3.1 MINIMUM FOOTING SIZE FOR DECKS
> —
m
TABLE R507.9.1.3(1) DECK LEDGER CONNECTION TO BAND JOIST
j
LOAD -BEARING VALUE OF
SOILSa.c•d(pSf)
CD O
ON -CENTER SPACING OF FASTENERS'
LIVE OR
2.0009
>_3,000e
00 C
(2N1,600e —
(inches)
GROUND TRIBUTARY ..
O Qj
E
_OAD- JOIST SPA N'
SNOW AREA Side of Diameter of Side of Diameter of
Side of Diameter of
Lo C
'12-inch diameter lag screw
_ (feet)
t r2-inch diameter bolt !2-inch diameter bolt
LOAD (ftz) square a round Thickness' square around
Tickness' square around Thickness'N
O
with
with with
(Psf) footing footing (inches) footing footing
(inches) footing footing (inches)
rl � 0- W
1 12-inch maximum sheathing ' a i2-inch
maximum sheathing` 1-inch maximum sheathing I
(inches) (inches) (inches) (inches)
(inches) (inches)
22 36 35 5 7 3 6 7 8 6 7 8 6
16
31 26
20 I 12 14 6 11 13
6 9 10 6
10 13
25 21
40 18 20 6 15 17
I
6 12 14 6
N
�
60 Live Load or
70 Ground Snow Load 12 11
20 17
60 Live or 70 60 21 24 8 19 21
6 15 17 6
of
p
(1) OJ
M
14 9
--8
17 15
Ground Snow 80 25 28 9 21 I 24
8 18 20 6
01
<
16
15 13
-
Load 100 28 31 11 24 27
9 20 22 7
Q,
13 7
13 111
1 20 30 34 12 26 30
1 4
0 21 2 8
�
E-
'27
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm,1 pound per square foot = 0.0479 kPa
Interpolation Extrapolation
140 33 37 13 28 32 1
_
160 35 40 15 30 34
11 23 26 9
12 25 28 9
z
Q
L1)
r-1
U
a. allowed. is not allowed
M
b. Ledgers shall be Flashed in accordance with Section R703 4 to prevent water from contacting the house
band joist.
a Dead Load =10 psf. Snow load shall not be assumed to act concurrently with live load
For SI: t inch = 25.4 mm,1 square foot = 0.0929 m2,1 pound per square loot = 0-0479 kPa-
Lt7
d. The tip of the lag screw shall fully extend beyond the inside face of the band joist.
a Interpolation permitted, extrapolation n01 permitted.
e Sheathing shall be wood structural panel or solid sawn lumber
Reserved.
b. Reserved.
Sheathing shall be permitted to be wood structural panel, gypsum board, fiberboard, lumber or foam sheathing. Up to '/_-inch thickness of stacked washers shall be permitted
c. Footing dimensions shall allow complete bearing post
to substitute for up to'/2 inch of allowable sheathing thickness where combined with wood structural
panel or lumber sheathing
a. If the support is a hock or CMU pier, the looting span have a minimum 2artch projection on all sides
shof all
e. Area, in square feet of deck surface supported by past and footings
Minimum thickness shall only apply to plain concrete footings.
R507.5 MAXIMUM DECK BEAM SPAN-60 PSF LIVE LOAD OR
70 PSF GROUND SNOW LOADd
w
EFFECTIVE DECK JOIST SPAN LENGTH (feet)-- i•i
R507.3 Footings.
r-I
N
BEAM SPECIESd BEAM She 6 6
10 12 14 16 18
Decks shall be supported on concrete footings or other approved structural systems designed
to accommodate all loads in accordance with
i
O
MAXIMUM DECK BEAM SPAN LENGTH (feet -inches)., at
Section R301. Deck footings shall be sized to carry the imposed loads from the deck structure
to the ground as shown in Figure R507.3.
a
-- 1 —2 x 6 35 2-10
2-5 2-2 2-0 1-10 1-9
Exceptions:
1-2 x 8 4-7 3-8
3-2 2-10 2-7 2-5 2-4
1. Footings shall not be required for free-standing decks consisting of joists directly
supported on grade over their entire length.
1-2 x 10 4-9
4-1 3-8 3-4 3-1 2-1t
2. Footings shall not be required for free-standing decks that meet all of the following criteria:
1-2 x 12 6-7 5-8
5-0 4-6 4-1 3-10 3-7
2.1. The joists bear directly on precast concrete pier blocks at grade without support by beams or posts.
2.2. The area of the deck does not exceed 200 square feet (18.6 m2).
2-2x6 12 4b
Douglas fir -larch g
4-0 35 3.1� 2-10 2-7
2.3. The walking surface is not more than 20 inches (508 min) above grade at
any paint within 36 inches (914 min) measured
2 — 2 x 8 6-11 6-0
Hem -firs,
5-3 4-7 4-1 3-8 35
horizontally from the edge.
Spruce-Pine-fiN 2-2x10 8-57-46-0
5-10 5-2 4-9 _ -45_ -
2-2 x 12 9-10 8-6
7-7 6-11 6-4 5-9 54
- rM�UFNCTURE0 P06T CONrffCTOR
_-____
3— 2 x 6 —6-6-15-7
_ _ _
5-0 4-7 4-2 3-9 I 35
tY MIN
W —E SOILS
TVPIrµ PT POST
3 — 2 x 8 8$ 7-6
3-2 x.10 - 10-7 9-2
63 E1 " 5-0 4-7
8-2 7-6 6-11 6-4 5-10
_
DRnoE •,'1z.
REVISION
DATE
3-2 x 12 124 10-8
9-7 8-9 8-1 7-7 7-1
Mile
j'�`'•
Oc 09 2024
10/07/2024
FILE NUMBER:
i CIT OF EDMONDS
L _• �• DEVELOPMENT SERVICES
�L'
L PERO TAIaLE PET'TABLE WBTTffl-BBO /
,';i �;::•'.• •.. EPARTMENT
1876
NOTE NO SCREWS
.cRnvEL—�
MINIMUM tZ
OF EMBEDMENT
SHEET NUMBER
^
l . 3
J
Nore
For S: 1 inch = 25.4 min.POSTS MU5T BE CENTEREOON OR IN FOOTWO