BLD2021-0764+Calculations+6.3.2021_10.08.09_AM+2229898Section R507 Exterior Decks
...,.,...,.,...,...............................
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
RECEIVED
Jun 04 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2021-0764
R507.1 Dicks
Wood -framed decks shall be in accordance with this section. Decks shall be designed for the live load required in Section
R301.5 or the ground snow load indicated in Table R301.2(l), whichever is greater. For decks using materials and conditions not
prescribed in this section, refer to Section R301 .
R507.2 Materials
Materials used for the constriction of decks shall comply with this section.
R507.2.1 Wood Materials
Wood materials shall be No. 2 grade or better lumber, preservative-treated in accordance with Section R317, or approved,
naturally durable dumber, and termite protected where required in accordance with Section R318. Where design in accordance
with Section R301 is provided, wood structural members shall be designed using the wet service factor defined in AWC NDS.
Cuts, notches and drilled holes of preservative -treated wood members shall be treated in accordance with Section R317-1 A. All
preservative -treated wood products in contact with the ground shall be labeled for such usage.
R507.2.1.1 Engineered Wood Products
Engineered wood products sail be in accordance with Section R502.
R507.2.2 Plastic Composite Deck Boards, Stair Treads, Guards, or Handrails
Plastic composite exterior deck boards, stair treads, guards and handrails shall comply with the requirements of ASTM D7032
and this section.
R507.2.2.1 Labeling
Plastic composite deck boards and star treads, or their packaging, shall bear a label that indicates compliance with ASTM
D7032 and includes the.allowable load and maximum allowable span determined in accordance with ASTM D7032. Plastic
or composite handrails and guards, or their packaging, shah bear a label that indicates compliance with ASTM D7032 and
includes the maximum allowable span determined in accordance with ASTM D7032.
R507.2.2.2 Flame Spread Index
Plastic composite deck boards, stair treads, guards, and handrails shall exhibit a flame spread index not exceeding 200
when tested in accordance with ASTM E84 or UL 723 with the test specimen remaining in place during the test.
Exception: Plastic composites determined to be noncombustible.
R6072.2.3 Decay Resistance
Plastic composite deck boards, stair dreads, guards and handrails containing wood, cellulosic or other biodegradable
materials shall be decay resistant in accordance with ASTM D7032.
R507.2.2.4 Termite Resistance
Where required by Section 318, plastic composite deck boards, stair treads, guards and handrails containing wood,
cellulosic or other biodegradable materials shall be termite resistant in accordance with ASTM D7032.
R507.2.2.5 Installation of Plastic Composites
Plastic composite deck boards, star treads, guards and handrails shall be installed in accordance with this code and the
manufacturer's instructions.
R507.2.3 Fasteners and Connectors
Metal fasteners and connectors used for all decks shall be -in accordance with Section R317.3 and Table R507.2.3.
TABLE R507.2.3
FASTENER AND CONNECTOR SPECIFICATIONS FOR DECKSa:x b
ITEM
MATERIAL
MINIMUM FlNISHICOATING
ALTERNATE FINISHlCOATiNGe
Stainless steel, silicon bronze or
Nails and timber rivets
Inaccordance with ASTM F1667
Hot -duped galvanized per ASTM A153
capper
8oitsc
1n accordance with
Hot -dipped galvanized per ASTM A153, Class C
Lag screwsd
ASTM A307 bolts),
(Class D for 3/8-inch diameter and less) or mechanically
Stainless steel, silicon bronze or
(including ruts and
ASTM A563 (nuts),
galvanized per ASTM B695, Class 55 or 410
copper
washers)
ASTM F844 (washers)
stainless steel
ASTM A653 type G185 zinc coated galvanized
Per manufacturePs
steel or post hat -dipped galvanized per
Metal connectors
specification
ASTM A123 providing a minimum average coating
Stainless StB�I
weight of 2.0 ozJft2 (total both sides)
For SI; 1 inch = 25-4 mm, 1 foot = 304.8 mm.
. Equivalent materials, coatings and finishes sh211 be permitted.
b. Fasteners and connectors exposed to salt grater or located ithin 300 feet of a salt water shoreline shall be stainless steel.
. Holes for bolts shall be drilled a minimum / inch and a maximum 11 16 inch larger than the bolt.
d. Lag screws 1/2 inch and larger shall be pretirilled to avoid woad splitting per the National Design Specification (NDS) for Wood Construction.
o. Stainless -steel -driven fasteners shall be in accordance with ASTM F1667.
R5072.4 Flashing
Flashing shall be corrosion -resistant metal of nominal thickness not less than 0.019 inch (0.48 mm) or approved nonmetallic
It
material that is compatible with the substrate of the structure and the decking materials.
R507.2.5 Alternate Materials
Alternative materials, including glasS2nd metals, shall be permitted.
R507.3 Footings
Decks shall be supported on concrete footings or other approved structural systems designed to accommodate all loads in
accordance with 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. The footing depth shall be in accordance with Section R403.1.4.
Exception; Free-standing decks consisting of joists directly supported on grade over their entire length.
12" MIN
IN A_L01h^i ABIE SOILS
}
� 4
F
PER TABLE
i
PER TABLE
— MANUFAQT1JRFow0 PQST Cat-QNN.�QTQR
%-
•
53
�
3
i
12
F
r
i
r
2 D 1AME- TER
THROUGH BOLTS,
IN BOTH QIREGT10N5
NOTEF MOT S--C-RFWS
47GRAVEL
TYPICAL O.,
_ � 4
�F
MINIMUM 17
F EMBEDMENT
NOTE:
POSTS MUST BE CENTERED ON OR IN FOOTING
For SI# 1 inch = 25.4 mm.
FIGURE R507.3
DECK POSTS TO DECK FOOTING CONNECTION
R507.3.1 Minimum Size
The minimum size of concrete footings shall be in accordance with Table R507.3.1, based on the tributary area and allowable
soil -bearing pressure in accordance with Table R401.4-1.
TABLE R507.11
MINIMUM FOOTING SIZE FOR DECKS
SAIL BEARING CAP14CiTY2' £3 d
LIVE OR '1500 psf 20Q0 psf > 34D� �sf
TRIBUTARY
GROUND
SNOW LOAD AREA" Side of Diameter Side of Diameter Side of Diameter
(sq,.ft,.) a of a of a of
(psf) Thickness f Thickness f Thickness
f
square around square a roundsquare around
footing footing (inches) footing footing (inches) footing footing (inches)
(inches) (inches) (inches) (inches) (inches) (inches)
5 7 8 6 7 8 6 T $ 6
20 12 14 6 11 13 6 9 10 6
40 18 20 6 15 17 6 12 34 6
60 21 24 8 19 21 6 95 17 6
60 Live or 70
Ground Snow 80 25 28 9 21 24 $ 1$ 20 6
Load 04
100 28 31 11 24 27 9 20 22 7
120 30 34 12 26 30 '(D 21 24 8
140 33 37 13 28 32 11 23 26 9
160 35 40 95 30 34 12 25 28 9
For SI: I ire = 25.4 I1 7 1 square foot = 0.0929 m27 1 pound per square foot = 0-0479 kPa.
. Interpolation ll d. Extrapolation is not allowed.
b. Reserved.
. Footing dimensions shall allow complete bearing of the past.
d. If the support is a bricks or CMU pier, the footing shall have a minimum 2-inch projection on all sides.
. Area. in square feet, of deck surface supported by post and footings.
f. Minimum thickness shall only apply 'to plain concrete footings.
R507.12 Minimum Depth
Deck footings shall extend be -low the frost dine specified in Table R301.2(l) in accordance with Section R403.1.4.1.
Exceptions.
1. Free-standing decks that meet all of the following criteria:
1.1. The joists bear directly on precast concrete pier blocks at grade without support by beams or posts.
1.2. The area of the desk does not exceed 200 square feet (18. 19 m2).
1.3. The waking surface is not more than 20 inches (616 rnm) above grade at any point within 36 inches
(1914 mm) measured horizontally from the edge.
2. Free-standing decks need not be provided with footings that extend below the frost line.
R507.4 Desk Posts
For single -level decks, wood pest size shall be in accordance with Table R507.4.
TABLE R507.4
DECK POST HEIGHTa
MAXIMUM DECK POST HEIGHTa
(feet -inches)
(Psf)
SIZEd
(Sq ft)
0
40
60
80
100
120
1
4 x 4
1-
1 0-1 0
-
-0
-
-1
NP
1P
4 x 6
1 -
3-1
1-1
%9-
-2
-3
-4
-4
Douglas firs, Hem -fir , SPF
1^
14-
14-
14-
14-
13-3
1-
-11
60 Live Load,
3 x 3
14-
14-0
1 -0
4-
+14-
14-
14-
14-
GFund
Snow Load
4 x 4
1 4-0
1 0-3
7-0
NP
NP
NP
NP
l P
Redwood, Western Cedars ,
14-
13-
1-
-4
5-10
1 P
1 P
NP
Ponderosa Pine'. Red inn x
14-
14-
14-
14-
11- 1
NP
l P
1
14-0
14-
14-
14-
14-0
14-
1 -
14-
4 x 4
14-
1 --
-11
-
- 3
3-7
N P
f P
14-
1 -'1
1 -3
-
-
-
5-1
4- 1
Douglas fire, Hem -fire, SPF
1 -0
14-
14-
14-
14-
12-
-
-
Grund
14-0
14-
14-
�- 1
14-0
14-
1 -
14-
Snow Load
4 x 4
14-0
-5
6-5
1P
lP
NP
1P
NP
4 x 6
Redwood , Western Cedars ,
1-0
12-
-
-
-3
NP
NP
NP
14-0
1 -
14-
14-
10-8
NP
NP
NP
Ponderosa 1'if, Red Pief
14-
14-
`i -
1-
-
14-
1 -0
14-
For SI: 1 pound per square foot 9 IP.
N P= Not permitted.
. Measured to the underside of the beam to top of footing or pier.
. 10 psf dead load_ Snow load not assumed to be concurrent with lire load.
. No. 2 grade, Bret service factor included.
d. Notched deck posts shall be sized to accommodatebeam size In accordance with Section r . .2.
. Includes incising factor_
f. Incising factor not included.
. Area, in square feet} of deck surface supported by post and footing.
h. Interpolation allowed. Extrapolation is not allowed.
R507.4.1 Deck Post to Deck Footing Connection
Where posts bear on concrete footings in accordance with Section R403 and Figure R507.3, lateral restraint shall be provided
by manufactured connectors or a minimum post embedment of 12 inches (305 mm) in surrounding soils or concrete piers. Other
footing systems shall be permitted.
Exception: Where expansive, compressible, shifting or other questionable soils are present, surrounding sails shall not be
relied on for lateral support.
R507.5 Deck Beams
Maximum allowable spans for wood deck beams, as shown in Figure R507.5, shall be in accordance with Tables R507.5(l)
through R507.5(3),, Beam plies seal[ be fastened with two rows of 10d (3-inch x 0.128-inch) nails minimum at 16 inches (406
mm) on center along each edge. Beams shall be permifted to cantilever at each end up to one-fourth of the allowable beam
span. Deck beams of other materials shall be permitted where designed in accordance with accepted engineering practices.
Table R507.5 is not adopted. See Tables R507.5(l), R507.5(2) and R507.5(3).
POST
IS.-13LAM SPAN + M d..
CMDLEVER
P D O LLA M
. -_ JOIST
FOPTIONAL BEAM N BENM SPAN CA
AWILEE
FIGURE R507.5
TYPICAL DECK JOIST SPANS
TABLE R507.5(1)
[:LUSH BM
MAXIMUM DECK BEAM SPAN-60 PSF LIVE LOAD OR 70 PSF GROUND SNOW LOAD
. Sears cantilevers are limited to the adjacent beam'beam's span divided by 4.
g. Includes incising factor.
. Incising factor not included.
i. Deck joist span as shorn in Figure R507.5.
TABLE R507.5(2)
MAXIMUM DECK BEAM SPAN - 60 PSF LIVE LOAD`
BEAM SPECIESd
BEAM SIZE8
DECK JOIST SPANal' (feet)
6 8
10
12
14
16
1
MAXIMUMBEAM PANa ftet-inchGs)
Spruce-pineTfrl
1 2 x 0
--
3-1
-
-4
2-2
-0
1-10
-0
4-1
3-
3-1
2-10
2-
2-
1 --2 10
-1
-2
4-
-0
3-
-
3-2
1 2 x 1
-1
6-1
--
--1
4-
4-1
-10
- 2
#0
4-
--
3-10
3-
3-1
2-10
2-2 x 10
9-0
-10
-
-
-9
-2
-1
—2 x 12
0-
9-1
-
-
6-10
-4
5-10
0
0-1 1
-0
-�
4-1 �1
4-
-2
-�10
3 2 x 8
9-
-
-
-
-1
-
-G
F3-2 10
1 11-
9-10
1 8-9
1 8-0
-
6-11
0-
3-2 x 12
13-
11--
10-2
-4
-
-1
-
Redwood,
Western Cedars x
Ponderosa Pineh Red
Pinch
1
0-0
-2
-0
-
-
2 -
1-111
1
4-10
-
3-
s 1
-
- ;
1 1
-10
5-1
-
4-1
3-
--
-
1 —2 x 12
1 6-10
t 5 -11
1 5-3
1 4-19
1 4-
4-2
-11
- 2 x 0
5-
4-1
4-4
-11
3-0
3-2
-11
2 2 x 8
7-1
-
0
4-7
-
--1
_
_
2 -
1 -
_
7-10
-2
-2
10
3 2 6
o-
~ 6
-
-0
4-7
4-
-11
-9
1
-
--1
-
3-2 x 10
10-11
-
-5
-
-2
-
12
1 -
1 -11
9-0
-1
-3
-9
-
BEAM SIZE
6 8 10 12 14 16 18
For SI: I inch = 25.4 ran , 1 foot = 304.8 rim, 1 pound per square foot = 0.0479 kPa, 1 pound = 0.454 kg.
. Interpolation allowed. Extrapolation is not allowed.
. Beams supporting a single span of joists with or without cantilever_
. Dead load = 1p f, L/A = 360 at ra in fa n, LIA W 180 at cantilever_ Snow load not assumed to he concurrent with five load-
d. No. 2 grade, wet service factor included.
. Beam depth shall be equal to or greater than the depth of intersecting joist for a flush beam connection.
For SI: 1 inch = 25.4 m , 1 foot = 304.8 } 1 pound per square foot = 0.0479 kPa, I pound = 0.454 kg.
a, Interpolation allowed. Extrapolation is not allowed.
b. Beams supporting a single span of joists with or without cantilever.
. Dead load = 10 p f, L/A = 360 at main span, Ll : 180 at cantilever. Snow load not assured to be concurrent with lire load.
d. No. 2 grade, wet service factor included.
. Beam depth shall be equal to or greater than the depth of intersecting joist for a flush beam connection.
f. Beam cantilevers are limited to the adjacent baron's span divided by 4.
. Includes incising factor.
h. Incising factor not included.
i. Deck joist span as shown in Figure R507.5.
TABLE R507.5(3)
MAXIMUM DECK BEAM SPAN-70 PSF LIVE LOAD
BEAM SPECIESd
BEAM SIZEa
DECK JOIST PANat'
(feet)
6
8
10 1
12 1
14
716
MAXIMUM 1 BEAM SPANal b' f
(feet -inches)
Douglas fir-rarch.
pr -pine-fr
1 —2 x 6
3-5
-- 1 o
-5
2-
-
1- 1
1-
1 2 x 8
4-7
-
3-2
-1 o
2--7
-5
2-4
1 --2 x 1-
4-
4-1
-6
3-4
-1
- 1 1
1 -- 2 1
YO-7
-
5-0
4-
-1
-1
%-
—2 x 6
5-
4-6
4-
-
`1
-1
-7
2 2 x 8
t 6-11
6-0
5-3
4-7
4-1
3-8
3-5
2 x 10
8-5
7-4
6-6
-10
5-
4-
-5
2 x 1
-16
-6
7-
6- 1
6-
5-
5-4
6
6-6
5-7
5-6
4-7
4-
-
--5
2 6
-
7-6
6-
-
5-6
5-0
4-7
3-2 x 10
10-7
-
-
'--
6-11
-4
-1
— 2 x 1
-
1 -
-7
6-
-1
7-7
7-1
F ed roodh !ester
Cedars Ponderosa Piro:
Red Pi eh
1 -.--' 2 x 6
-6
2-11
-6
-3
-
1-11
1-
12 x 8
4-6
-10
5-
-- 11
--
-6
-4
10
5-6
4-
4-2
--
3-5
-
3-0
1 —2 x 12
6-4
5-6
4-11
4-6
4-
--11
-6
2— 2 x 6
5-
4-7
4-1
3-6
-
-1 1
2-
6-
5-
5-
4-6
4-2
-1
3-6
—
-
7-
6-4
5-
5-4
4-16
4-6
-w� 1
-5
-2
7-4
6-
6-
5"
5-5
J ---'--2 x 6
6-4
5-
5-1
4-
4-
-1
i6
6
�4
-
6-5
5-11
5-5
5--'1
4�-6
�--� 1 0
1 o-
-
- 1 1
--
6-
-
- 1 '1
-- 2 x 12
11--1
1 o-
--
-4
7-
7-3
7
SI. I inch = 25.4 m , 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kP , 1 pound = 0.454 kg.
. Interpolation allowed. Extrapolation is not allowed.
b. Beams supporting a single span of joists with or without Cantilever.
. Dead load = 10 psf, L/A = 36at trait, span, UA = 180 at cantilever. Shaw load not assured to be concurrent with lire loads
. No. 2 grade, wet service factor included.
. Beam depth shall be equal to or greater than the depth intersecting joist for a flush bean connection.
f. Beam cantilevers are limited to the adjacent beam's span divided by 4.
ag. Includes incising factor.
ha incising factor not included.
i. Deck joist span as shown in Figure R507.5.
R507.5.1 Deck Beam Bearing
The ends of beams shall have not less than 11/2 inches (38 mm) of bearing on wood or metal and not less than 3 inches (76
mm) of bearing on concrete or masonry for the entire width of the beam. Where multiple -span beams bear on intermediate
posts, each ply must have full bearing on the post in accordance with Figures R507.5.1 (1) and R507.5.1(2).
BEAM -SPUCE
!TT REQUIRED)
MUST OCCUR
OVER F10 ST
t
f F
APPROVED
POST CAP
5 I*i
2 MINIMUM F-fOR
BEAM SPLICES
(IF
REQU
,w.
T.
-
F+Fj 'T'
�i?
J•p..
•
f
BEAM OVER POST CAP
BEAM OVER POST
For SI: I inch = 25.4 mm.
FIGURE R507.5.1(1)
DECK BEAM TO DECK POST
MINIMUM2 M I N 1 Popil (J r1ol 'o2
I
SINGLE RLY 135.AM-
M11LTkPLE-PLY BEAM
(2) D-IAMETER
Tt1FtdE1€,N-BQLTS
OR APPROVED
EQUIVALENT
WNNE-GTOR
POST NOTCH
FOR FUL1,&8F,"`J4
B EARih1G
BEAM -SPL]CF-
31
z
-
F
S
i
t
1
w
w.�r,�+t+v• r �t�lR.T.
It
For SI: I inch 4� 26.4 mm..
FIGURE R507.5.1(2)
a � 2
2!JQ1
MIN;
jwmr.�
F
f C
y_ .��.h-�a.�-�+-+'r1�fw�•�.wwi. ice... t. �rau ri¢ �r....�s�.��..+++es�r�v
$ r�r
NOTCHED POST -TO -BEAM CONNECTION
R507,,51 Deck Beam Connection to Supports
Deck beams shall be attached to supports in a manner capable of transferring vertical loads and resisting horizontal
displacement. Deck beam connections to wood posts shall be in accordance with Figures R507.5.1 (1) and R507.5.1(2).
Manufactured post -to -beam connectors shall be sized for the post and beam sizes. Bolts shall have washers under the head and
nut.
R507..6 Dick Joists
Maximum allowable spans for wood deck joists, as shown in Figure R507.6, shall be in accordance with Table R507.6. The
maximum foist spacing shall be limited by the decking materials in accordance with Table R507.7.
r%dnllh�
r-m
AIM STRUCTURE
FOP, CANTILEVF=RED
JOISTS
BLOCKING OR
OTHER LATERAL
RESTRNNT
REQUIRED OVER
i
F"T 71!
JOIST
POST (BEYOND)
LEDGER.----\
BOARD
JOISTS
HANGER
JOIST SPAN 0
OPT10114A-L
CANTILEVER
CANifLEVERF—D JOISTS WITH DRUPPEb BEAM
16T61 171
FWA I mug Ml *--- V43- t M1, 11 a
I - OL I mm ieh 3: 9 M "ol
11FAZ 53w
-SON
c ml a-, I.EVER
J-0ISiS 0M FEE-STANDIM11G i�ECK
kdl+tTH DROPPED BEAM
A
FIGURE R507.6
r%^111.k rVid
OF JOIST HMCIEIRS
JOISTS WITH FLUSH BEAwA
kklic-holl
BEAM
POST (BEYOND)
JOISTS
HANGER.
EACH END
JOISTS ON. FREE-STANDiNG DECK
WITH FLUSH BEAM
TYPICAL DECK JOIST SPANS
TABLE R507.6
MAXIMUM DECK JOIST SPANS
ALLOWABLE JOIST SPANc
MAXIMUM CANTILEVERd
(feet -Inches)
(feet -Inches) ADJACENT JOIST S AI
La
(Psi
JOIST SPECIES
, �
JOIST
CI E
.FOIST SPACING
(inches)
.FOIST ACC SPAN
12
16
24
4
6
8
10
12
14
16
1
-11
-1
-
1-0
1-6
NP
NP
NP
NP
NP
NP
Doulsfir-lrh,
2x8
1 -
-
1-
1-
-0
2-1
NP
NP
IMP
NP
Hem -firs,
Spruce-pine-fire2x
10
1 -
1-6
-
1-
1-
-6
-6
2-8
N P
IMP
NP60
1 2
1-
1 3-
1 0-1
1-
1-6
-0
--6
3-0
3-3
IMP
NP
or
70 Ground
r
2
-4
-
-0
-�
1-4
P
P
NP
IMP
P
NP
edre0d',
Western Cedars,
-�
-10
-4
1-0
1-6
1-11
NP
P
P
P
P
Ponderosa Pinef
Red Pif
1
1 -4
1-0
+7-
1-
1 `6
--0
`6
2-0
NP
NP
NP
1
14--
12-
1 -
1-
1-
-0
2 -'
3-0
P
NP
For SI: 1 inch = 25.4 rim, 1 foot = 304.8 , 1 pound per square foot = 0.0479 l P , 1 pound = 0.454 kg.
NP = Not Permitted.
. Dead load = 10 pf dead load_ Snow load not assumed to be concurrent with live load.
b. No. 2 grade, Bret service factor included.
t rain span.
d. LEA = 180 at cantilever with 2 -pound point load applied to end.
. Includes incising factor_
f Incising factor not included.
. Interpolation allowed. Extrapolation is not allowed.
R507.6.1 Dick Joist Bearing
The ends of joists shall have not less than 11/2 inches (38 mm) of bearing on wood or metal and not Tess than 3 inches (76 mm)
of bearing on concrete or masonry over its entire width. Joists bearing on fop of a multiple -ply beam or ledger shall be fastened
in accordance with Table R602.3(l), Joists bearing on top of a single -ply beam or ledger shall be attached by a mechanical
connector. Joist framing into the side of a beam or ledger board shall be supported by approved joist hangers.
R507.6,2 Deck Joist Lateral Restraint
Joist ends and bearing locations shail be provided with lateral resistance to prevent rotation. Where lateral restraint is provided
by joist hangers or blocking between joists, their depth shall equal not less than 60 percent of the joist depth. Where lateral
restraint is provided by rim joists, they shad be secured to the end of each joist with not fewer than three I Od (3-inch by 0.128-
inch) (76 mm by 3.3 mm) nails or three No. 1 Ox 3-inch (76 mm) long wood screws.
R507.7 Decking
Maximum allowable spacing for joists supporting decking shall be in accordance with Table R507.7. Wood decking shall be
attached to each supporting member with not less than two $d threaded nails or two No. S wood screws. Other approved
decking or fastener systems shall be installed in accordance with the manufacturer's installation requirements.
TABLE R507.7
MAXIMUM JOIST SPACING FOR DECKING
E C KIN1MATERIAL IAL TYPE AND NOMINAL SIZE
MAXIM -CENTER JOIST SPACING
Decking perpendicular to joist
Decking diagonal to i j #a
I 1 -inch-this wood
Inches
12 inches
2-Inch-thick wood
24 inches
16 inches
Plastic composite
In accordance with Section R507.2
to accordance with Section R507.2
For SI: I inch = 25.4 mm, 1 foot = 304.8 mm, I degree = 0.01745 grad.
. Maximum angle of 45 degrees from perpendicular for good deck boards.
R507.8 Vertical and Lateral Supports
Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for
both vertical and lateral Toads. Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal.
For decks with cantilevered framing members, connection to exterior wads or other framing members shall be designed and
constructed to resist uplift resulting from the full live load specified in Table R301.5 acting on the cantilevered portion of the deck.
Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting.
R507.9 Vertical and Lateral Supports at Band Joist
Vertical and lateral supports for decks shall comply with this section.
R507.9.1 Vertical Supports
Vertical loads shaEl be transferred to band joists with ledgers in accordance with this section.
R507.9.1 .1 Ledger Details
Deck ledgers shall be a minimum 2-inch by 8-inch (51 mm by 203 mm) nominal, pressure-preservative-treated Southern
pine, incised pressure -preservative -treated hem -fir, or approved, naturally durable, No. 2 grade or better lumber. Deck
ledgers shall not support concentrated loads from beams or girders. deck ledgers steall not be supported on stone or
masonry veneer.
R507.9.1.2 Band Joist Details
Band foists supporting a ledger shall be a minimum 2-inch-nominal (51 mm), sQfid-sawn, spruce -pine -fir or better dumber or a
minimum 1-inch (25 mm} nominal engineered wood rim boards in accordance with Section R502.1.7. Bard joists shall bear
fully on the primary structure capable of supporting all required loads.
R507.9.1.3 Ledger to Band Joist Details
Fasteners used in deck hedger connections in accordance with Table R507.9.1.3(l) shall be hot -dipped galvanized or
stainless steel and shah be installed in accordance with Table R507.9.1.3(2) and Figures R507.9.1.3(l) and R507.9.1.3(2).
TABLE R507.9.1.3(l)
DECK LEDGER CONNECTION TO BAND JOIST
Obi -CENTER SPACING OF FASTENERSb
Inches)
LOAD'-
JOIST SPANa
(Psf)(feet)-inch
d"ametr lag -inch diameter -inch diameter bolt
with with with
/ -inch maximum sheathingdg a 'frin h maximum h tin a 1-inch maximum hA/ hin
22
36
3
3
16
31
2
10
3
25
2
60 Lire Load or
70 Ground Snow Load
12
11
20
1
14
9
17
1
15
13
1
7
13
11
For SI: I inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square foot = 0.0479 kPa.
. Interpolation allowed. Extrapolation is not 211owed_
b. Ledgers shall be flashed in accordance with Section R703.4 to prevent grater from contacting the house band joist.
. Dead Load = 10 psf. snow load shall not be assumed to act concurrently with lire load.
d. The tip of the lag screw shall fully extend beyond the inside face of the band joist.
. sheathing shall be good structural p n l or solid sawn lumber.
f. Sheathing shall be permitted to be wood structural panel, gypsum board, fiberb02rd, lumber or foam sheathing. Up to 1 -inch thickness
f stacked washers shall be permitted to substitute for up to 1/2 inch of allowable sheathing thickness where combined with wood
structural panel or lumber sheathing.
TABLE R507.9.1.3(2)
PLACEMENT OF LAG SCREWS AND BOLTS IN DECK LEDGERS AND BAND JOISTS
MINIMUM END AND EDGE DISTANCES AND SPACING BETWEEN ROWS
TOP EDGE
BOTTOM EDGE
ENDS
ROW SPACING
Ledgers
2 inch sd
4 inch
2 inches
1 in h s
Band Joists
3/4 inch
2 inchese
2 inchinche s b
1 in h sb
For SI: 1 Irish = 25.4 mm.
. Lag screws or bolts shall be staggered from the top to the bottom along the horizontal run of the deck ledger in accordance with Figure
R507.9.1.3(1).
b_ Maximum 5 inches.
. For engineered rim joists, the manufacturer's recommendations shall govern.
d. The rninimum di5tance from bottom rover of hag ocrow,5 or bolts to tho. top edge of the ledger 3hall b In accordance with Figure
R507.9.1.3(1 )_
e. The 2 inches may be reduced to inch when the band joist is directly supported by a rnudsill, a header or by double top wall plates.
STAGGE R FAS-TENERS
IN .2 Plows
" N_
_7 I"Kiol A i
6-!r
MIN-
FOR
2 x 8.*
6.5�
MIN.
FOR
2 X 10
3W MIN.
For 51: 1 inch = 25.4 mm.
FIGURE R507.9.1.3(1)
"D ISTANCIE SHALL 8E P�_RM ITTEO TO
85 RF-DUCED TO 4_5* IP LAG SCREWS
AkE USED OR SOLT SPACNO IS
REDUCL0 -TO tHAT OF -LAG SCREWS
BAND J01 STS.
PLACEMENT OF LAG SCREWS AND BOLTS IN LEDGERS
EXTERIOR SHEATHING
EXISTING STUD WA.
F�tfSTltdG 2x BA
OR ENGINEERE
FLOOR FRAMING
rya J01S-r —
D Kira BOARD
EXJSTING
FOUNDAT
JOIST HANGER
For SI; I Inch � 25.4
FIGURE R507.9.1 w3(2)
DECK JOIST
LAG SCRF.WS OR aOLTS
PLACEMENT OF LAG SCREWS AND BOLTS IN BAND JOISTS
R507.9.1,4 Afternate Ledger Details
Alternate framing configurations supporting a ledger constructed to meet the load requirements of Section R301.5 shall be
permitted.
R507.9.2 Deck Lateral Load Connections
Lateral toads shall be transferred to the ground or to a structure capable of transmitting them to the ground. Where the lateral
Toad connection is provided in accordance with Figure R507.9.2(l), hold-down tension devices shall be installed in not less than
two locations per deck, within 24 inches (610 mm) of each end of the deck. Each device shall have an allowable stress design
capacity of not less than 1,500 pounds (6672 N). Where the lateral load connections are provided in accordance with Figure
R507.9.2(2), the hold-down tension devices shall be installed in not less than four locations per deck, and each device shall
have an allowable stress design capacity of not less than 750 pounds (3336 N).
Exception: Decks not more than 30 inches (762 mm) above grade at any point may be unattached.
T MINdm
FLOOR JOISTS
For Sl: 1 inch = 25.4 mm.
FIGURE R507.9.2(1)
DECK ATTACHMENT FOR LATERAL LOADS
9
SHEATHING
SIDING
LASHING FOR,
WATER TIGHTNESS
DECKING
OVED JOIST HMGERs
2kLEDGEFt WITH FASTENERS
-IN ACCORDANCE WlT H TABLE R507.9. i.3(i )
N(DLD-GOWN QEVICE MIN 750 LB. CAPACITY
ATE LQCAT[ONS, EVENLY DISTRIBLPiEb
ALONG DECK AND ONE WITHIN 24' OF EACH
END OF THE LEDGER. Nt3LD-DOWN DEVICES
SHALL FULLY ENGAGE BECK JC7IST PEFt
HOLD•DC}+1VN MANi1F6iCTURER.
A FULLY TFlREADEI3 31a"DIAMETER LAG
SCREW PREDRFLLEDY4! N(iN. S"* PEfVETRATION
TO CE��TER OF TOP PLATE, STUDS, OR HEADER.
ForSl: I inch = 25.4 mm, I foot = 304.8 mm.
FIGURE R507.9.2(2)
DECK ATTACHMENT FOR LATERAL LOADS