SEE REV1 APPROVED BLD BLD2024-1113+Architectural_Plan+8.26.2024_11.06.34_AM+4462108Decking & Railing
Plan
Decking:
Deckorators Voyage Composite
Color - Mesa
installed per manufacturers specifications
Railings:
Trex Select Composite
4' — 9 34 installed per manufacturers specifications
HARDWARE & FASTENERS IN CONTACT WITH PRESERVATIVE -TREATED
WOOD SHALL BE OF HOT -DIPPED ZINC GALVANIZED STEEL, STAINLESS
STEEL, SILICON BRONZE OR COPPER. IN THE ABSENCE OF
MANUFACTURER'S RECOMMENDATIONS A MINIMUM OF ASTM A 653 TYPE
G185 ZINC -COATED GALVANIZED STEEL, OR EQUIVALENT, SHALL BE USED.
4 9 3/ 77 IRC R317.3.1 IBC 2304.10.5.1
4...... ...... _.._.._.._........ _.._........ _.._........ ......
,
ALL WORK SUBJECT APPROVED
TO FIELD PLANS MUST BE
INSPECTION FOR ON JOB SITE
CODE COMPLIANCE
4'
5'-11Y2" 5'-11y2„ 3,_4y2„ 6,_8„ #4 00 6,_8„
City
Of Edmonds
Building Department
-----------------------------------
Work
DECK
Address
23415 75TH AVE W
Owner
THOMAS
------------------------------------
Approved Date,
Building Official:
b8/27/202
- -
Permit Number
BLD2024-1113
-iE
CD O
1-1 U
CO
z CD L' a
Q Q rn
a o
N C
O
L, E
Y a_ W
N
0
CO ¢
UU
� 4-3
Ln
�0r�
z CzLn�
_ r' o
m E
N
W
w
a Q c GL
RECEIVE
Aug 27 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
DATE:
08/07/2024
FILE NUMBER
1876
SHEET NUMBER:
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 CN'J
U
01
stainless steel, silicon bronze or copper, z °O )
rn
coating weights for zinc -coated fasteners shall > Q
be in accordance with ASTM A153. IRC R317.3 < o
CD0
0 NLO
C
O
m E
C O O
6„ Flashing above and below ledger. a- w
Joists to run through cantilever and
rest on top of foundation wall.
CZ > cr,
(4) DTT1z lateral restraints attaching ledger. o � N
w
10'-3" a Provide solid blocking between joists over support beams. _ M
W
All wood in contact with concrete to be pressure treated.
4x12 P.T. Beam
EC
a
w
4'
48 P.T. Beam
EN
RECEIVE
Aug 27 2024
CITY OF EDMONDS
DEVELOPMENTSERVICES
D_NTMENT
11'-11" 4' 13'-4" lee
DATE:
08/07/2024
FILE NUMBER:
1876
SHEET NUMBER:
Scale: 1/4" = V-0" A.2
0
0
U
Uj
a ion
an3:
woun
)OW
J)
Q�
E
O O
CO
z o 6' a
0
0
> Q
Ua
� a o
N C
60LO
O
m E
C O O
�—
Y LL LU
N
O
10'-9" 10'-9"
1, 6,_94-1
3�4„ 6,_93�4„ 6,_93�4„ 6,_93�4„
1'
o
o
w
O
�Ln
r-,-V)
Q
Ct Ln o
M
N W
4'
1'
Concrete footings will have two #4 rebar each way
w
0
2" above the bottom of the footing.
Q
°-
1'
o
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
RECEIVE
Aug 27 2024
18" x 18" x 12" Concrete Footing
ciLv oR EDMONDs
DE vE oaMENTS RvicEs
DE_TMENT
21" x 21" x 12" Concrete Footing
DATE:
08/07/2024
FILE NUMBER:
1876
SHEET NUMBER:
A.3
Scale: 1/4" =
1'-0"
0
U 0
U
Z Uj
� - Y
Vw
aseva i o n W
o�
J)
Q�
E
O O
1-1 U
CO
00
z o L' a
Q Q
� a o
O
Ln E
C O O
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
GUARDS SHALL NOT HAVE
IN ACCORDANCE DA N E WITH M 11 INI N 1-1, RFADE
TO THE REQUIRED GUARD HEIGHT THAT WILL ALLOW THE PASSAGE OF
Al SPHERE IN ACCORDANCE WITH 2O21 IRC R312.1.3. ,
3'
w o
w > a
a W
RECEIVE
Aug 27 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
DATE:
08/07/2024
FILE NUMBER
1876
3 1 2
S,2 S.2 S,2
SHEET NUMBER:
Scale: 1/4" = V-0" A.4
0
U 0
U
z Uj
� - Y
Vw
South NorthW
o�
JI
Elevation Elevation Q
-T!E
O O
CO
> Q
� a o
O
Ln E
C O O
�- Y a_ W
1
1 GUARDS SHALL NOT HAVE AN OPENING FROM THE WALKING SURFACE
TO THE REO IRED GUARD HEIGHT THAT WILL ALLOW THE PASSAGE OF
A 4' SPHERE IN ACCORDANCE WITH 1011 IRC R3E? 1.3. 1
1
CD
N
36" min. rail height o > o
0 ¢ ¢
No more than a 4" w
sphere shall pass w
between balusters
N "O
W
3'
0
O
Cz
UJ
°.
a � W
O
I II �'� II II III Z
I II II II II I
Post to Beall; III II II II I
BC4z LLII II II I
8'-6" LL 11 11 Ill RECEIVE
Support Post Aug 27 2024
LENDS
4x4 P.T. DEVEOPMTSERVI
CES
DEPARTMENT Post Base; LL
EPB44
DATE:
08/07/2024
Concrete Foot! i FILE NUMBER :
1876
SHEET NUMBER:
Scale: 1/4" = V-011 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
j I
n Desig Criteria
B. SLABS ON GRADE 2500 3-4 5-1/2
PROVIDE DOUBLE JOIST UNDER ALL PARALLEL PARTITIONS THAT EXTEND MORE THAN HALF THE JOIST LENGTH AND DOUBLE JOIST
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, EXPOSURE W
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 NO A
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)
L U
CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILTY
Z OC) I O)
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
(270 KSI).
STAGGERED UNLESS SHOWN OTHERWISE.
CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO
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.
() 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
ITEMS.
STRUCTURAL STEEL INCLUDING PLATES, AND ROLLED SHAPES, SHALL CONFORM TO AST A36, Fy = 36 KSI STEEL PIPE SHALL CONFORM
Connectors / Hangers
¢
0
d" °O�++
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
SHOP DRAWINGS REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, AND THEREFORE MUST BE
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
N
VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD.
MANUFACTURE'S PUBLISHED RECOMMENDATION.
CATALOG. EQUIVALENT DEVICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICBO APPROVAL FOR EQUAL
w
SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND ONE COPY- REPRODUCIBLE WILL BE MARKED AND RETURNED.
ALL WELDING SHALL BE IN CONFORMANCE WITH A.ISC. AND AWS. STANDARDS AND SHALL BE PERFORMED BY W.A.B.O, CERTIFIED
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
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.
_ O
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.
RECEIVED
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
Aug 27 2024
FIR COMBINATION 24F-V8, Fb= 2400 PSI, Fr-165 P51. 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 %4 COX, UNLESS NOTED OTHERWISE. MINIMUM NAILING SHALL BE 8d @ W O.C. AT
ON THE PLANS.
SPECIFICATIONS.
DEVELOPMENT SERVICES
PANEL EDGES AND 12' O.C. IN FIELD. SPAN INDEX SHALL BE 24/0. ALL PLYWOOD FLOOR SHEATHING SHALL BE 3/4' COX TONGUE &
DEPARTMENT
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
DATE,
o 0 / O 7 2 O A
OO `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.
PLYWOOD WALL SHEATHING SHALL HAVE SOLID BLOCKING AT ALL EDGES.
FILE NUMBER:
1876
SHEET NUMBER
S.1
(nU O
z ui
Y
V-
w
WJ
J
JI
11 JI
al8, 1 HEIGHT TO BE 34 TO
D CD
*--2 To, roALumoTERELFORMATION. REFER
Dd
U
00 —1
P-j =�q TR STRINGER
z , zf
N00
o LO
STRING ERI FIR STRINGERS
Q Q
CD o
36' MIN, LANDING JOISTS PER PLAIN
N C
O
Ln N LANDNGr STRINGERS 00 Q)
— Y a- w
N
0
��
Y O
U I E <
LLJ
U E- Lin
'� r
Z lz L.n
" m E
.foists N W
i�
}' CU
a s.1 v�
0 D V]
0
0 0 0
0 o RECEIVE
Aug 27 2024
CITY OF EDMONDS
O DEVELOPMENT SERVICES
DEPARTMENT
Block all 4
sides of post
DATE:
16d Galy Nails, Typ,
5 naps In each side 08/07/2024
of post
FILE NUMBER
1876
Rail Post Detail
SHEET NUMBER
S.2
Corrosion resistant
metal column cap,
Follow Manu, inst,
Beam splices must occur
over posts with
13�" minimum bearing
Stair Framio9TNPwWeo
:
o"
���ws� oAs�T���
s� sTAI"P�sEP
Mill.
s
Min.
5" LedgerLoc
Top & Bottom, Typ,
°M
Ep1T10N N"3n,.z",a
-
� F�,M NTE
"I"�E"
sTe�P.T=.°"^"°F"
Beam
",�"� �"°E s
=p i
THRUST
4x4 Knee Brace
�
°"°EPT"."'°TP�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
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 CANTILEVERd•f
TRIBUTARY AREA (sq.R�b
Q
(feet4nches)
LOAD'
(feet -inches)
POST 20 40 60 80 100 120 140 160
LOADS (psf)f POST SPECIESc
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�-
I I
4 x 6 14-0 13-10 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 -fire, 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 2-0 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 10-6 84 5-10 NP NP NP
Redwood Western cedars
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
I -
y14-0r 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 >_3,000-
00 C
(2N1,600e —
(inches)
GROUND TRIBUTARY ..
O Qj
E
_OAS- JOIST SPA N'
SNOW AREA Side of Diameter of Side of Diameter of Side of Diameter of
LL-1 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 T 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 6 12 14 6
I
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
Q'
16
15 13
-
Load 100 28 31 11 24 27 1 9 20 22 7
Q,
13 7
13 111
1 1 4
20 30 34 12 26 30 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 11 23 26 9
_
160 35 40 15 30 34 12 25 28 9
z
Q
L1)
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
bard 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 nI 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
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.
T--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)a bit
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 3-5 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 1 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).
2-2 x 6 5-2 db
4-0 35 3-,� 2_10 Y_7
The 20 36
RECEIVE
Douglas fir -larch g
2.3. walking surface is not more than inches (508 mm) above grade at any paint within inches (914 mm) measured
Hem-fir9, 2-2 x 8 6-11 6-0
53 4-7 4-1 3-8 3-5
horizontally from the edge.
Aug 27 2024
Spruce ine-pine2-2 x10 85 7-4
P p
6-0 5-10 5-2 4-9 45-
_
CITY OF EDMONDS
DEVELOPMENT SERVICES
2-2 x 12 9-10 8-6
7-7 6-11 64 5-9 54
- MPHUFNCTUREO POET CONNECTOR
DEPARTMENT
__ -
3-2x6 6-65-7
-_ __ - —_ _
5-0 4-7 4-2 3-9 I 35
W ALLNOWRBLE SOILS
TvelcnLerRODr
3 — 2 x 8 8$ 7-6
3-2x10 - 10-7 9-2
6-0 E1 5l 5-0 4-7
8-2 7-6 6-11 6-4 I 5-10
_
DR�DE r',�z-
DATEMile
3-2 x,z 124 10-8
9-7 69 , 7-7j 7-1
4
08/07/2024
:`�
FILE NUMBER
L __ r•_J• F
a E PE t TTBLE Two RE T LT `a
INBOni�OIRECREWS
1876
MINIZ
OF EMBEDMENT
.DRnvEL
SHEET NUMBER
^
l
.3S
J
NOTE
For S: 1 inch = 25.4 min.e051MOST SE CENTERED ON OR IN FOOTING