WSEC Table, Bracing Panel, Wall BracingWSEC TABLE 6-2
PRESCRIPTIVE REQUIREMENTS°4 FOR GROUP R OCCUPANCY
CLIMATE ZONE 2
Option
Glazing
Area10:
of floor
Glazing U-Factor
Door9
U-
Factor
Ceiling2
Vaulted
Ceiling
Wa1112
Above
Grade
Wall?
into
Below
Grade
Wall?
ext4
Below
Grade
Floors
Slabs
on
Grade
Vertical
Overhead"
I.
10%
0.40
0.58
0.20
R-38
R-30
R-21
int'
R-21
R-12
R-30
R-10
II.
15%
0.40
0.58
0.20
R-38
R-30
R-19+
R-58
R-21
R-12
R-30
R-10
III.
17%
0.37
0.58
0.20
R-38
R-30
R-19+
R-58
R-21
R-12
R-30
R-10
IV.
25%
Group R-1
Occupancy
Only
0.35
0.58
0.20
R-38 /
U=0.031
R-30 /
U=0.034
R-21
int' /
U=0.054
R-15
R-12
R-30 /
U=0.029
R-10 /
F=0.54
V.
Unlimited
Group R-3
Occupancy
Only
0.35
0.58
0.20
R-38
R-30
R-21
int'
R-21
R-12
R-30
R-10
VI.
Unlimited
Group R-1
Occupancy
Only
0.32
0.58
0.20
R-38 /
U=0.031
R-30 /
U=0.034
R-21
int' /
U=0.054
R-15
R-12
R-30 /
U=0.029
R-10 /
F=0.54
* Reference Case
0. Nominal R-values are for wood frame assemblies only or assemblies built in accordance with
Section 601.1.
1. Minimum requirements for each option listed. For example, if a proposed design has a glazing ratio
to the conditioned floor area of 13%, it shall comply with all of the requirements of the 15% glazing
option (or higher). Proposed designs which cannot meet the specific requirements of a listed option
above may calculate compliance by Chapters 4 or 5 of this Code.
2. Requirement applies to all ceilings except single rafter or joist vaulted ceilings.
3. Requirement applicable only to single rafter or joist vaulted ceilings.
4. Below grade walls shall be insulated either on the exterior to a minimum level of R-10, or on the
interior to the same level as walls above grade. Exterior insulation installed on below grade walls
shall be a water resistant material, manufactured for its intended use, and installed according to the
manufacturer's specifications. See Section 602.2.
5. Floors over crawl spaces or exposed to ambient air conditions.
6. Required slab perimeter insulation shall be a water resistant material, manufactured for its intended
use, and installed according to manufacturer's specifications. See Section 602.4.
7. Int. denotes standard framing 16 inches on center with headers insulated with a minimum of R-5
insulation.
WSEC Builder's Field Guide 5th Edition
COOPERATIVE EXTENSION
WASHINGTON STATE UNIVERSITY
ENERGY PROGRAM
1-7
FIGURE 1
CONSTRUCTION DETAILS FOR THE APA NARROW WALL BRACING METHOD WITHOUT HOLD-DOWNS
OVER CONCRETE OR MASONRY BLOCK FOUNDATION
Outside Elevation
Max.
height
10'
oa
Min. width based on 6:1
height -to -width ratio: For
11 1
exam le:16 min. for 8 height
p o g
Extent of header (Two braced wall segments)
Extent of header (One braced wall segment)
Fasten sheathing to header with
8d common nails in 3" grid
pattern as shown and 3" o.c. in
all framing (studs and sills) typ.
Top plate
continuity is
required per
R602.3.2
1000 Ib header -to -jack -stud strap
on both sides of opening
(Install on backside as shown on
Side Elevation, Ref. No. LSTA24)
i':'`I:>t;;;>!'r<»t;;i>.; " " "
;:�Q,p. Min. 2 x2 x3/16 late washer
: � P
If panel splice is needed it shall
occur within 24" of mid -height.
Blocking is not required.
No. of
jack studs
per table
R502_5(1&2)
Anchor bolt per R403.1.6 Typ.
ti
Foundation per code
Side Elevation
,,,,Sheathing filler
if needed
16d sinker
nails in 2 rows
@ 3" o.c.
1000 Ib header -
to -jack -stud strap
on both sides
of opening (Ref.
No. LSTA24)
3/8" min.
thickness wood
structural panel
sheathing
Not to scale
MAX. HEIGHT 10'- 0"
SIMPSON UPLIFT
STRAP
1,800 POUNDS
. A ,
•
•., k
.•
d••••7"•43.• ° 0, .4 d•
A • • 0 'A.
•
41”.S1[11,1i IN1,111
"112M111 Aill!liA11111111: C1311111111111114W111111
•44.1.•
• e .•
.4'd•
0
. . 0.• . . 0.• •04. . 4
. A.
A 'or A 'A. A ••• '••• 0 'A. 0 'A
'A 06 A.6 Al: A• .: A.; .4
•
TWO ANCHOR BOLTS
INSTALLED IN ACCORDANCE
WITH FIGURE R403.1(1) SHALL
BE PROVIDED IN EACH PANEL.
ANCHOR BLOTS SHALL BE
PLACED AT PANEL QUARTER
POINTS
7_,-..7-54.111111111
. If
111
lil'5111[111i111:Ta11111,1111
'IT
•Ad.a .
.1. .4 0.• 4.4. 81,•d•• .
•• • • • • P • • '0' • '0' 0
2' 8" MI NI. WIDTH
7/16" OSB SHEATHING
3/S" MIN.
NAILED WITH Sd COMMON
OR GALVINIZED BOX NAILS
IN ACCORDANCE WITH TABLE
P602.3(1) AND BLOCKED AT ALL
WOOD STRUCTURAL PANEL
SHEATHING EDGES.
BACK EACH STRAP
WT A STUD
RECOMMENDED HOLD
IN 8" FROM EDGE OF
BRACING PANEL
impututroacutml!!!!!!!!logil
11 I ' 1"111111111111Nr11.
'. 4
A . . .
.*4.
IN FIRST STORY OF
TWO-STORY BUILDINGS,
SHALL HAVE AT LEAST THREE
ANCHOR BOLTS, PLACED AT
ONE -FIFTH POINTS
SIMPSON UPLIFT
STRAP
3,000 POUNDS
REeykR TOP 4150 TOM
oF Founl okri o w L t-
SCALE: I" = l'- 0"
AT _,TERNATE BRACING
PANEL
RAta.10.6 ALTERNATE BRAC I) WALL PANELS
FOUNDATIONS
R404.1.1 Masonry foundation walls. Concrete masonry
and clay masonry. foundation walls shall be constructed as
set forth in Tables R404.1.1(1), R404.1.1(2), R404.1.1(3)
and R404.1.1(4) and shall also comply with the provisions
of this section and the applicable provisions of Sections
R606, R607 and R608. In Seismic Design Categories D,
and D2, concrete masonry and clay masonry foundation
walls shall comply with Section R404.1.4. Rubble stone
masonry foundation walls shall be constructed in accor-
dance with Sections R404.1.8 and R606.2.2. Rubble stone
masonry walls shall not be used in Seismic Design Catego-
ries D, and D2.
R404.1.2 Concrete foundation walls. Concrete foundation
walls shall be constructed as set forth in Tables R404.1.1(1),
R404.1.1(2), R404.1.1(3) and R404.1.1(4), and shall also
comply with the provisions of this section and the applicable
provisions of Section R402.2. In Seismic Design Categories
D, and D2, concrete foundation walls shall comply with Sec-
tion R404.1.4.
R404.1.3 Design required. A design in accordance with ac-
cepted engineering practice shall be provided for concrete
or masonry foundation walls when any of the following con-
ditions exist:
TABLE R404.1.1(1)
PLAIN CONCRETE AND PLAIN MASONRY
1. Walls are subject to hydrostatic pressure from ground-
water.
2. Walls supporting more than 48 inches (1219 mm) of
unbalanced backfill that do not have permanent lateral
support at the top and bottom.
MAXIMUM WALL
HEIGHT
(feet)
MAXIMUM
UNBALANCED
BACKFILL HEIGHT`
(feet)
PLAIN CONCRETE MINIMUM NOMINAL WALL
THICKNESS (inches)
PLAIN MASONRY° MINIMUM NOMINAL WALL
THICKNESS (inches)
Soil classes°
GW, GP, SW
and SP
GM, GC, SM,
SM-SC and ML
SC, MH, ML-CL
and inorganic CL
GW, GP, SW
and SP
GM, GC, SM,
SM-SC and ML
SC, MH, ML-CL and
inorganic CL
5
4
5
6
6
6
6
6
6
6 solidd or 8
6 solidd or 8
6 solidd or 8
8
6 solidd or 8
10
6
4
5
6
6
6
6
6
6
8g
6
6
8g
6 solidd or 8
6soliddor8
8
6 solidd or 8
8
10
6 solidd or 8
10
12
7
4
5
6
7
6
6
6
8
6
6
8
8
6
8g
8
10
6 solidd or 8
6 solidd or 8
10
12
8
10
12
10 solidd
8
10
10 solidd
12 solidd
8
4
5
6
7
8
6
6
8g
8
10
6
6
8
10
10
6
8
10
10
12
6 solidd or 8
6 solidd or 8
10
12
10 solidd
6 solidd or 8
10
12
12 solidd
12 solidd
8
12
12 solidd
Footnote e
Footnote e
9
4
5
6
7
8
9
6
6
8
8
10
J 0
6
8g
8
10
10
12
6
8
10
10
12
Footnote f
6 solidd or 8
8
10
12
12 solidd
Footnote e
6 solidd or 8
10
12
12 solidd
Footnote e
Footnote e
8
12
12 solidd
Footnote e
Footnote e
Footnote e
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 Pa.
a. Mortar shall be Type M or S and masonry shall be laid in running bond. Ungrouted hollow masonry units are permitted except where otherwise indicated.
b. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1.
c. Unbalanced backfill height is the difference in height of the exterior and interior finish ground levels. Where an interior concrete slab is provided, the unbalanced
backfill height shall be measured from the exterior finish ground level to the top of the interior concrete slab.
d. Solid grouted hollow units or solid masonry units.
e. Wall construction shall be in accordance with Table R404.1.1(2) or a design shall be provided.
f. A design is required.
g. Thickness may be 6 inches, provided minimum specified compressive strength of concrete, f'c, is 4,000 psi.
72
2003 INTERNATIONAL RESIDENTIAL CODE®
FOUNDATICNS
TABLE R404.1.1(2)
REINFORCED CONCRETE AND MASONRY° FOUNDATION WALLS
MAXIMUM WALL
HEIGHT
(feet)
MAXIMUM UNBALANCED
BACKFILL HEIGHT'
(feet)
MINIMUM VERTICAL REINFORCEMENT SIZE AND SPACING"' FOR
8-INCH NOMINAL WALL THICKNESS
Soil classes'
GW, GP, SW and SP soils
GM, GC, SM, SM-SC and ML soils
SC, MH, ML-CL and inorganic CL soils
6
5
6
#4 at 48" o.c.
#4 at 48" o.c.
#4 at 48" o.c.
#4 at 40" o.c.
#4 at 48" o.c.
#5 at 48" o.c.
7
4
5
6
7
#4 at 48" o.c.
#4 at 48" o.c.
#4 at 48" o.c.
#4 at 40" o.c.
#4 at 48" o.c.
#4 at 48" o.c.
#5 at 48" o.c.
#5 at 40" o.c.
#4 at 48" o.c.
#4 at 40" o.c.
#5 at 40" o.c.
#6 at 48" o.c.
8
5
6
7
8
#4 at 48" o.c.
#4 at 48" o.c.
#5 at 48" o.c.
#5 at 40" o.c.
#4 at 48" o.c.
#5 at 48" o.c.
#6 at 48" o.c.
#6 at 40" o.c.
#4 at 40" o.c.
#5 at 40" o.c.
#6 at 40" o.c.
#6 at 24" o.c.
9
5
6
7
8
9
#4 at 48" o.c.
#4 at 48" o.c.
#5 at 48" o.c.
#5 at 40" o.c.
#6 at 40" o.c.
#4 at 48" o.c.
#5 at 48" o.c.
#6 at 48" o.c.
#6 at 32" o.c.
#6 at 24" o.c.
#5 at 48" o.c.
#6 at 48" o.c.
#6 at 32" o.c.
#6 at 24" o.c.
#6 at 16" o.c.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Mortar shall be Type M or S and masonry shall be laid in running bond.
b. Alternative reinforcing bar sizes and spacings having an equivalent cross -sectional area of reinforcement per lineal foot of wall shall be permitted provided the
spacing of the reinforcement does not exceed 72 inches.
c. Vertical reinforcement shall be Grade 60 minimum. The distance from the face of the soil side of the wall to the center of vertical reinforcement shall be at least 5
inches.
d. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1.
e. Unbalanced backfill height is the difference in height of the exterior and interior finish ground levels. Where an interior concrete slab is provided, the unbalanced
backfill height shall be measured from the exterior finish ground level to the top of the interior concrete slab.
TABLE R404.1.1(3)
REINFORCED CONCRETE AND MASONRYa FOUNDATION WALLS
MAXIMUM WALL
HEIGHT
(feet)
MAXIMUM UNBALANCED
BACKFILL HEIGHT'
(feet)
VERTICAL REINFORCEMENT SIZE AND SPACINGb•` FOR
12-INCH NOMINAL WALL THICKNESS
Soil classes d
GW, GP, SW and SP soils
GM, GC, SM, SM-SC and ML soils
SC, MH, ML-CL and inorganic CL soils
7
4
5
6
7
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
. #4 at 72" o.c.
#4 at 64" o.c.
#4 at 48" o.c.
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 48" o.c.
#5 at 56" o.c.
8
5
6
7
8
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 64" o.c,
#4 at 48" o.c.
#4 at 72" o.c.
#4 at 56" o.c.
#5 at 64" o.c.
#4 at 32" o.c.
#4 at 72" o.c.
#5 at 72" o.c.
#4 at 32" o.c.
#5 at 40" o.c.
9
5
6
7
8
9
#4 at 72" o.c.
#4 at 72" o.c.
#4 at 56" o.c.
#4 at 64" o.c.
#5 at 56" o.c.
#4 at 72" o.c.
#4 at 56" o.c.
#4 at 40" o.c.
#6 at 64" o.c.
#7 at 72" o.c.
#4 at 72" o.c.
#5 at 64" o.c.
#6 at 64" o.c.
#6 at 48" o.c.
#6 at 40" o.c.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm.
a. Mortar shall be Type M or S and masonry shall be laid in running bond.
b. Alternative reinforcing bar sizes and spacing having an equivalent cross -sectional area of reinforcement per lineal foot of wall shall be permitted provided the
spacing of the reinforcement does not exceed 72 inches.
c. Vertical reinforcement shall be Grade 60 minimum. The distance from the face of the soil side of the wall to the center of vertical reinforcement shall be at least
8.75 inches.
d. Soil classes are in accordance with the Unified Soil Classification System. Refer to Table R405.1.
e. Unbalanced backfill height is the difference in height of the exterior and interior finish ground levels. Where an interior concrete slab is provided, the unbalanced
backfill height shall be measured from the exterior finish ground level to the top of the interior concrete slab.
2003 INTERNATIONAL RESIDENTIAL CODE®
73
2) #5 rebar
o extend 24
.aches beyond
opening.
Reinforcement for openings in plain concrete
ar to extend
ning. Doorway:
uire rebar in
1909.6.3 Openings in walls. Not less than two No. 5 bars shall be provided around
window and door openings. Such bars shall extend at least 24 inches (610 mm) beyond
the corners of openings.
* All openings for windows and doors in structural plain concrete walls must be
bound by two No. 5 (16) bars as follows. For openings not extending to the bottom of
the wall, the bars must be placed on all four sides of the opening. For openings
extending to the bottom of the wall, the bars are only necessary along the sides and
top. To provide continuity at the corners of the openings, the bars must extend 24
inches (610 mm) past the corners. These extensions should occur at all four corners
of an opening not extending to the bottom of the wall, and at the two top corners for
other openings.
opening.
WALL CONSTRUCTION
NO. 4 CONTINUOUS BAR
AS REQUIRED IN
SECTION R611.7.1
TOP OF WALL STORY
L<2'(0.61m)
m
5
2
Z_
2
E
N
0
MIDDLE OF SPAN, A.
NOT REQUIRING STIRRUPS
SEE TABLE R611.7(2), R611.7(3),
R611.7(4), R611.7(5), OR R611.7(6)
LINTEL REINFORCEMENT
AS REQUIRED
24" L>_2'(0.61m)
6
m
24"
0.6 m'
WALL REINFORCEMENT
AS REQUIRED
OPEN REINFORCEMENT
AS REQUIRED PER
TABLE R611.7(1)
FIGURE R611.7(2)
REINFORCEMENT OF OPENINGS
1.5 IN. MIN.
2.5 IN. MAX. -
SEE TABLE R611.7(2),
R611.7(3), R611.7(6).
R611.7(9)OR R611.7(10).—*.
For SI: 1 inch = 25.4 mm.
NOTE: Section cut through flat wall.
1.51N. MIN. -
2.5 IN. MAX.
jai
N•I
MEI
MEI
••I
1111111
EMI
..I
IUI
1111•I
i•1
�NI
NI
URI
Intl
ME
I. NMI
/I
MN
NMI
ME1
I\'
MN
NMI
\•I
NO 4 BAR LINTEL
REINFORCEMENT REQUIRED
MINIMUM NO. 3 STIRRUP
AS REQUIRED
SULATING FORM
HORIZONTAL LINTEL
REINFORCEMENT AS REQUIRED
FIGURE R611.7(3)
ICF LINTELS FOR FLAT AND SCREEN -GRID WALLS
186 2003 INTERNATIONAL RESIDENTIAL CODE'
WALL CONSTRUCTION
R611.7.1.3 Horizontal steel. Concrete walls with a
minimum thickness of 4 inches (102 mm) shall have a
minimum of one continuous No. 4 horizontal reinforc-
ing bar placed at 32 inches (812 mm) on center with one
bar within 12 inches (305 min) of the top of the wall
story. Concrete walls 5.5 inches (140 mm) thick or
greater shall have a minimum of' one continuous No.4
horizontal reinforcing bar placed at 48 inches (1219
mm) on center with one bar located with in 12 inches
(305 mm) of the top of the wall story.
For townhouses in Seismic Design Category C, the
minimum horizontal reinforcement shall be one No. 5
at 24 inches (610 m) on center or one No. 4 at 16 inches
(407 mm) on center. For all buildings in Seismic Design
Categories D, and D2, the minimum horizontal rein-
forcement shall be one No. 5 at 18 inches (457 mm) on
center or one No. 4 at 12 inches (305 mm) on center.
Horizontal reinforcement shall be continuous around
building corners using comer bars or by bending the
bars. In either case, the minimum lap splice shall be 24
inches (610 mm). For townhouses in Seismic Design
Category C and for all buildings in Seismic Design Cat-
egories D2 and D2, each end of all horizontal reinforce-
ment shall terminate with a standard hook or lap splice.
R611.7.1.4 Lap Splices. Where lap splicing of vertical
or horizontal reinforcing steel is necessary, the lap
splice shall be in accordance with Figure R611.7.1.4
and a minimum of 40db, where db is the diameter of the
smaller bar. The maximum distance between
noncontact parallel bars at a lap splice shall not exceed
8db.
R611.7.1.5 Standard hook. Where the free end of a re-
inforcing bar is required to have a standard hook, the
hook shall be a 180-degree bend plus 4db extension but
not less than 21/2 inches, or a 90-degree bend plus 12db
extension.
R611.7.2 Wall openings. Wall openings shall have a mini-
mum of 8 inches (203 mm) of depth of concrete for flat and
waffle -grid ICF walls and 12 inches (305 mm) for
screen -grid walls over the length of the opening. When the
depth of concrete above the opening is less than 12 inches
for flat or waffle -grid walls, lintels in accordance with Sec-
tion R611.7.3 shall be provided. Reinforcement around
openings shall be provided in accordance with Table
R611.7(1) and Figure R611.7(2). All reinforcement placed
horizontally above or below an opening shall extend a mini-
mum of 24 inches (610 mm) beyond the limits of the open-
ing. Wall opening reinforcement shall be provided in
addition to the reinforcement required by Sections R611.3,
R611.4, R611.5 and R611.7.1. The perimeter of all wall
openings shall be framed with a minimum 2-inch by 4-inch
plate, anchored to the wall with 1/2 inch (12.7 mm) diameter
anchor bolts spaced a maximum of 24 inches (610 mm) on
center. The bolts shall be embedded into the concrete a mini-
mum of 4 inches (102 mm) and have a minimum of 11/2 (38
mm) inches of concrete cover to the face of the wall.
Exception: The 2-inch by 4-inch plate is not required
where the wall is formed to provide solid concrete
around the perimeter of the opening with a minimum
depth of 4 inches (102 mm) for the full thickness of the
wall.
R611.7.3 Lintels.
R611.7.3.1 General requirements. Lintels shall be
provided over all openings greater than or equal to 2 feet
(610 mm) in width. Lintels for flat ICF walls shall be
constructed in accordance with Figure R611.7(3) and
Table R611.7(2) or R611.7(3). Lintels for waffle -grid
ICF walls shall be constructed in accordance with Fig-
ure R611.7(4) or Figure R611.7(5) and Table R611.7(4)
or R611.7(5). Lintels for screen -grid ICF walls shall be
constructed in accordance with Figure R611.7(6) or
Figure R611.7(7). Lintel construction in accordance
with Figure R611.7(3) shall be permitted to be used
with waffle -grid and screen -grid ICF wall construction.
Lintel depths are permitted to be increased by the height
of the ICF wall located directly above the opening, pro-
vided that the lintel depth spans the entire length of the
opening.
TABLE R611.7(1
MINIMUM WALL OPENING REINFORCEMENT REQUIREMENTS IN ICF WALLS
WALL TYPE AND
OPENING WIDTH (L) (feet)
MINIMUM HORIZONTAL
OPENING REINFORCEMENT
MINIMUM VERTICAL
OPENING REINFORCEMENT
Flat, Waffle-, and
Screen -Grid:
L <2 (0.61)
None required
None required
Flat, Waffle-, and
Screen -Grid:
L >_ 2 (0.61)
Provide lintels in accordance with Section R611.7.3,
Provide one No. 4 bar within 12 inches (305 nun) from the
bottom of the opening. Top and bottom lintel
reinforcement shall extend a minimum of 24 inches (610
mm) beyond the limits of the opening.
In locations with wind speeds less than or equal to 110 mph (177
kmhr) or in Seismic Design Categories A and B, provide one No. 4
bar for the full height of the wall story within 12 inches (305 ram) of
each side of the opening.
In locations with wind speeds greater than 110 mph (177 km/hr),
townhouses in Seismic Design Category C, or all buildings in
Seismic Design Categories D, and D2, provide two No. 4 bars or one
No. 5 bar for the full height of the wall story within 12 inches (305
mm) of each side of the opening.
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 mile per hour = 1.609 km/h.
NOTE: This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equiva-
lent rectangular cross section. This table is not intended to prohibit the use of ICF manufacturer's tables based on engineering analysis in accordance with ACI 318.
172
2003 INTERNATIONAL RESIDENTIAL CODE®
WALL CONSTRUCTION
TABLE R611.7(2)
MAXIMUM ALLOWABLE CLEAR SPANS FOR ICF LINTELS FOR FLAT LOAD -BEARING WALLSa,b,c,d,f
MAXIMUM CLEAR SPAN, (feet -inches)
(Number is Middle of Span, A)e
Supporting Roof Only
Supporting Light Framed
2nd Story and Roof
Supporting ICF Second Story
and Roof
MINIMUM LINTEL
Ground Snow Load
THICKNESS, T
(inches)
LINTEL DEPTH, D
(inches)
30 psf
70 psf
30 psf
70 psf
30 psf
70 psf
8
4-9
(1-2)
4-2
(0-9)
3-10
(0-8)
3-4
(0-6)
3-5
(0-6)
3-1
(0-5)
12
6-8
(1-11)
5-5
(1-3)
5-0
(1-1)
4 5
(0-10)
4-6
(0-10)
4-0
(0-8)
3.5
16
7-11
(2-9) -'
6-5
(1-9)
6-0
(1-6)
S-3
(1-2)
5-4
(1-2).
„ 4-10
(1-0)
20
8-11
(3-5)
7-4
(2-3)
6-9
(1-11)
6-0 :
(1-6)
6-1
(1-7)
5-6
(1-3)
24
9-10
(4-1)
8-1
(2-9)
7-6
(2-4)
6-7
(1-10)
6-9
(1 11)
6-1
(1-6)
8
5-2
(1-10)
4-2
(1-2)
3-10
{1-0)
3-5
(0-9)
3-5
(0-10)
3-1
(0-8)
17
6-8
(3-0)
5-5
(2-0)
5-0
(1-9)
4-5
(1-4)
4-6
(1-4)
4-1
(1-1)
5.5
16
7-10
(4-1)
6-5
(2-9)
6-0
(2-5)
5-3
(1-10)
5-4
(1-11)
4-10
(1-7)
20
8-10
(5-3)
7-3
(3-6)
6-9
(3-1)
6-0
(2-4)
6-1
(2-5)
5-6
(2-0)
24
9-8
(6-3)
8-0
(4-3) ,
7-5
(3-8)
6-7
(2-11)
6-8
(3-0)
6-0
(2-5)
8
5-2
(2-6) -
4-2
(1-8)
3-11
(1-5)
3.5 ;
(1-1)
3-6
(1-1)
3.2
(0-11)
12
6-7
(4-0)
5-5
(2-8)
5-0
(2-4)
4-5
(1-10)
4-6
(1-10)
4-1
(1-6)
7.5
16
7 9
(5-5)',
6-5
(3 8)
5-11
(3-3)
5-3
(2-6)
5-4
(2-7)
4-10
(2-2)
20
8-8
(6-10)
7 2
(4-8) '
6-8
(4-2)
5-11.
(3-3)
6-0
(3-4)
5-5
(2-9)
24
9-6
(8-2)
7-11
(5-8)
7-4
(5 1)-
6-6
(3-11)
6-7
(4-1)
6-0
(3-4)
8
5-2
(3-1)
4-7
(2-1)
3-11
(1-9)
3-5
(1-5)
3-6
(1-5)
3-2
(1-2)
9.5
12
6-7
(5-0)
5-5
(3-4)
5-0
(3.0)
4-5
(2-4)
4-6
(2-5)
4-1
(1-11)
]6
7-8
(6-9)
6-4
(4-7)
5-11
(4-2).
5-3
(3-3)
5-4
(3-4)
4-10
(2-8)
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kN/m2, 1 pound per square foot = 0.U479 kiv/m`.
a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an
assumed equivalent rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used, the span lengths in the shaded cells shall
be increased by 1.2 times the table values.
b. This table is not intended to prohibit the use of ICF manufacturer's tables based on engineering analysis in accordance with ACI 318.
c. Deflection criteria: U240.
d. Design load assumptions:
Floor dead load is 10 psf Attic live load is 20 psf
Floor live load is 30 psf Roof dead load is 15 psf
Building width is 32 feet ICF wall dead load is 69 psf
Light -framed wall dead load is 10 psf
e. No. 3 stirrups are required at d/2 spacing except no stirrups are required for the distance, (A), shown in the middle portion of the span in accordance with Figure
R611.7(2) and Section R611.7.3.2.
f. Interpolation is permitted between ground snow loads and between lintel depths.
2003 INTERNATIONAL RESIDENTIAL CODE®
173
WALL CONSTRUCTION
TABLE R611.7(3)
MAXIMUM ALLOWABLE CLEAR SPANS FOR ICF LINTELS FOR FLAT LOAD -BEARING WALLS"'e,0
MINIMUM LINTEL
THICKNESS, T
(inches)
LINTEL DEPTH, D
(inches)
MAXIMUM CLEAR SPAN, (feet -inches) (Number is Middle of Span, A)c
Supporting Roof
Supporting Light Framed 2nd Story
and Roof
Supporting ICF Second Story and
Roof
Ground Snow Load
30 psf
70 psf
30 psf
70 psf
30 psf
70 psf
8
4-9
4-2
3-11
3-7
3-7
3-5
(1-2)
(0-9)
(0-8)
(0-6)
(0-6)
(0-5)
12
7-2
6-3
5-11
5-5
5-5
5-0
(1-11)
(1-3)
(1-1)
(0-10)
(0-10)
(0-8)
3.5
16
9-6
8-0
7-4
6-6
6-7
5-11
(2-9)
(1-9)
(1-6)
(1-2)
(1-2)
(1-0)
20
11-1
9-1
8-4
7-5
;7-6
6-9
(3-5)
(2-3)
(1-11)
24
12-2
10-0
9-3 "
8-2
8-4
7_6
(4-1)
(2-9)
(2-4).
(1-10)
`.
.. (1-11)
(1-6)
8
5-6
4-10
4-7
4-2
4-2
3-10
(1-10)
(1-2)
(1-0)
(0-9)
(0-10)
(0-8)
1/
8-3
6-9
6-3
5-6
5-7
5-0
(3-0)
(2-0)
(1-9)
(1-4)
(1-4)
(1-1)
5.5
16
9-9
8-0
7-5
6-6
6-7
6-0
(4-1)
(2-9)
(2-5)
(1-10)
(1-11)
:
(1-7)
/0
10-11
9-0
S-4 .
7-5
7-6
6-9.
(5-3)
(3-6)
(3-1)
...:
(2-4)
(2-5) ..
:
(2-0)
14
`
12-0
9-11
9-3
8-2
8-3
7-6
(6-3) .,.
(4-3)
(3-8)
(2-11)
(3-0)
(2-5)
8
6-1
5-2
4-9
4-3
4-3
3-10
(2-6)
(1-8)
(1-5)
(1-1)
(1-1)
(0-11)
12
8-2
6-9
6-3
5-6
5-7
5-0
(4-0)
(2-8)
(2-4)
(1-10)
(1-10)
::
(1-6)
7.5
16
9 7.
7-11
7-4
6-6
6-7
fi-0
(5-5)
(3-8)
(3-3).
(2-6)
(2-7) ..
,..
(2-2)
20
10-10
8-11
8-4
7-4
7-6
6-9
(6-10) :
(4-8)
(4-2)
(3-3)
(3-4)
(2-9)
24
11-10
9-10
4-2
8.1
8-3 .
".
7-5
(8.2)
(5-8) '
(5-1)
(3-11)
(4-1).
(3-4)
8
6-4
(3-1)
5-2
(2-1)
4-10
(1-9)
4-3
(1-5)
4-4 ..
(1-5)
3-1I
(1-2) ..
12
8-2
6-8.
6-2
-: 5-6
5-7
5-0
(5-0)
(3-4)
(3-0)
(2-4)
(2-5)
(1-11)
9.5
16
9-6
7.-11 ".
7-4
6-6
6-7
5-11
(6-9) ;
(4-7)
(4-2)
(3-3)
(3-4)
(22-3)
10-8
8-10
3-3
7-4
7-520
6-9 .-
(8-4)
(5-10)
(5-4)
(4-2)
(4-3)
(3-6)
24
11.7
9-9
9-0
8-1
8-2
7-5
(10-0)
(6-11)
(6-5). ._
(5-0)
(5-2)
(4-3)
For SI: 1 inch = 25.4 mm, 1 foot = 304.8 mm, 1 pound per square inch = 6.895 kN/m', 1 pound per square foot = 0.0479 kN/m-.
a. This table is based on concrete with a minimum specified compressive strength of 2,500 psi, reinforcing steel with a minimum yield strength of 40,000 psi and an assumed equivalent
rectangular cross section. When reinforcement with a minimum yield strength of 60,000 psi is used the spanlengthsin the shaded cells shall be increased by 1.2 times the table values.
b. This table is not intended to prohibit the use of ICF manufacturer's tables based on engineering analysis in accordance with ACI 318.
c. Deflection criterion: I/240.
d. Design load assumptions:
Floor dead load is 10 psf Attic live load is 20 psf
Floor live load is 30 psf Roof dead load is 15 psf
Building width is 32 feet ICF wall dead load is 69 psf
Light -framed wall dead load is 10 psf
e. No. 3 stirrups are required at d/2 spacing except no stirrups are required for the distance, (A), shown in the middle portion of the span in accordance with Figure R611.7(2) and Section
R611.7.3.2.
f. Interpolation is permitted between ground snow loads and between lintel depths.
174
2003 INTERNATIONAL RESIDENTIAL CODE°