OEG Building MaterialsMetal Framing Manufacturers
Proud. Proven. Partner.™
OEG Building Material is a proud, proven
manufacturer and distributor of quality steel framing
accessories for homebuilders and contractors in the
building industry. We serve and supply lumberyards,
construction suppliers and retail merchandisers
throughout the United States.
With long-standing roots in manufacturing and
distribution of industrial building products, we
understand the special needs of our customers and
are committed to providing top quality products,
competitive pricing, and excellent service.
OEG Building Material offers a full line of structural
and drywall studs for steel framing construction.
We maintain high manufacturing and quality control
standards to ensure we deliver the best steel studs
in the market. Our products meet industry standards
established by AISI and ASTM, and we utilize the
highest level of technology available in the industry.
We currently specialize in manufacturing and
distributing metal studs and steel joist for steel
framing construction.
Our high-quality, lightweight and durable studs
provide straight, super-clean lines for maximum
structural stability in walls and load-bearing
structures.
They can also be used in bearing walls in low-rise
construction—and as non-bearing walls in high-rise
or residential construction. Our studs offer more
than just superior structural qualities; as a building
professional, they save you serious time and labor.
The convenient cutout design lets plumbing, heating
and electrical conduits to easily pass through.
With our manufacturing operations and a distribution
center strategically located in Matawan, NJ, our
mission is to provide each of our customers with
immediate service and competitive pricing.
We always look forward to hearing
from our customers and learning
how we can better serve you;
please feel free to email us directly
at [email protected] or contact us
by phone at 732-667-3636.
Who We Are
Table Of Contents
General Information ................................ 4
Symbols And Definitions ....................... 4
Drywall ................................................... 5-6
Structural ............................................... 7-12
Allowable Axial Loads ............................ 13-26
Joist ........................................................ 27-29
Floor Joist Span ..................................... 30-37
Certification of Material .......................... 38
LEEDS – Green Building
OEG Building materials is a member of the US Green Building council, as members we support the council in its efforts to preserve our environment and build sustainable residential and commercial struc-tures while improving the overall effect these buildings have on the environment.
Leadership in Energy & Environmental Design (LEED®) is an internationally recognized green build-ing certification system, providing third-party verification that a building was designed and built using strategies aimed at improving environmentally safe performance across all the metric that matter most: energy savings, water efficiency, CO2 emissions reduction, improved indoor environmental quality, and stewardship of resources and sensitivity to their impacts.
Developed by the U.S. Green Building Council (USGBC), LEED® provides building owners and opera-tors a concise framework for identifying and implementing practical and measurable green building design, construction, operations and maintenance solutions.
When a contractor or builder uses products manufactured by OEG Building Materials it can contribute to LEED® points provided under the Material & Resources category, all of our products are produced from 100% steel with a high recycled content, and can be recycled from the job site to earn additional LEED® credits for your project.
Please ask your sales rep or contact us for more information or to request a LEED® certification letter.
4 |
General Information
Mechanical PropertiesDrywall steel studs, track and furring components manufactured by OEG conform to the requirements of ASTM C645. Additionally, these members are manufactured from steel meeting the minimum ductility requirements of the AISI Specification for the Design of Cold Formed Steel Structural Members. Steel ductility is critical to its formability during rolling processes and affects the performance of the cutting tips of screw fasteners used to connect steel framing.
Drywall steel studs, track and furring components are formed from steel possessing a minimum strength yield of 33,000 PSI (33 KSI)and 40,000 PSI (40 KSI).
1-1/2 and 7/8” Furring Hat Channel, formed from 20 and 25 GAUGE steel, are formed from steel meeting the requirements of ASTM A466, possessing a minimum yield strength of 33,000 PSI (33 KSI).
Protective CoatingDrywall framing products are finished galvanized or galvanealed in accordance with ASTM A924 (formerly ASTM A525) or aluminized in accordance with ASTM A463.
Fire Rated AssembliesSteel framed assemblies finished with gypsum sheathing and wallboard provide one, two and four hour fire resistance ratings. Reference the Fire Resistance Design Manual published by the Gypsum Association or Underwriters Laboratories’ Fire Resistance Directory for specific information on rated wall and ceiling assemblies.
Fire Resistance Directory Underwriters Laboratories, Inc. Publications Stock 333 Pfingsten Road Northbrook, Illinois 60062 708-272-8800 EXT 42212
Fire Resistance Design Manual Gypsum Association 810 First Street NE, #510 Washington, D.C., 20002 202-289-5440
InstallationThe installation of our drywall steel framing, furring and accessories shall conform to the minimum requirement of ASTM C754, entitled Installation of Steel Framing Members to Receive Screw Attached Gypsum. This publication is available through the ASTM at the following address:
American Society of Testing and Materials 1916 Race Street Philadelphia, Pennsylvania 19103 215-299-5400
The user is cautioned to compare the contents of this specification against specific project requirements defined by the Owner’s Architect and Engineer of Record.
SafetyWhen handling and installing any of our steel framing components, the user is cautioned to wear proper eye and hand protection.
SYMBOLS AND DEFINITIONS:Gross Properties:
Ixx:Sxx:Rxx:Iyy:Ry:
Effective 33 ksi Properties:Ixx:
Sxx:Ma:Va:
Ycg: Maximum distance from the Torsional Properties:
J:Cw:Xo:Ro:
ß:
Steel Thickness:
GAUGEDesign
Thickness (in)Minimum
Thickness (in)
25 0.0188 0.0179
20 – Drywall 0.0312 0.0296
20 - Structual 0.0346 0.0329
18 0.0451 0.0428
16 0.0566 0.0538
14 0.0713 0.0677
12 0.1017 0.0966
DisclaimerAll data, detail and specifications included in herein are intended as a general guide for the using OEG Building Materials products. These products should not be used in design or construction without evaluation by a qualified engineer or architect, to determine their suitability for a specific use. OEG Building Materials assumes no liability for failure resulting from use or misapplication of computation, details or specifications contained herein. This publication contains the latest information available at the time of printing. OEG Building Materials reserves the right to make modifications and/or change materials for any of the products contained herein. Please contact OEG Building Materials for the latest information on the products contained herein. OEG Building Material assumes no liability for damages resulting from improper application or insula-tion of these products.
Drywall | 5
DRYW
ALL
STUD
Phys
ical
Gros
sEf
fect
ive
33ks
iTo
rsio
nal
WEB
GAUGE
FLANGE
LIP
Area
Wei
ght
Ixx
Sxx
RxIy
yRy
Ixx
Sxx
Ma
VaYc
gJx
1000
CwXo
Rob
(in)
(in)
(in)
(in)
(in2)
(lb/ft
)(in
4)(in
3)(in
)(in
4)(in
)(in
4)(in
3)(in
-k)
(lb)
(in)
(in4)
(in6)
(in)
(in)
1-5/
825
1-1/
43/
160.
080
0.27
0.03
80.
046
0.68
60.
016
0.44
70.
034
0.03
30.
6630
90.
924
0.00
90.
009
-1.0
611.
340
0.37
3
1-5/
820
1-1/
43/
160.
131
0.45
0.06
10.
075
0.68
10.
026
0.44
10.
060
0.05
91.
1657
90.
894
0.04
30.
014
-1.0
461.
323
0.37
6
2-1/
225
1-1/
43/
160.
097
0.33
0.09
90.
079
1.01
40.
019
0.43
90.
089
0.05
91.
1724
71.
391
0.01
10.
023
-0.9
301.
444
0.58
5
2-1/
220
1-1/
43/
160.
159
0.54
0.16
10.
129
1.00
80.
030
0.43
30.
159
0.10
42.
0685
11.
354
0.05
20.
036
-0.9
151.
429
0.59
0
3-5/
825
1-1/
43/
160.
118
0.40
0.23
40.
129
1.40
90.
021
0.42
10.
215
0.09
01.
7816
62.
075
0.01
40.
053
-0.8
071.
677
0.76
8
3-5/
820
1-1/
43/
160.
194
0.66
0.38
10.
210
1.40
20.
033
0.41
50.
375
0.17
53.
4676
11.
935
0.06
30.
084
-0.7
941.
664
0.77
2
4*25
1-1/
43/
160.
125
0.42
0.29
40.
147
1.53
60.
021
0.41
40.
265
0.09
91.
9615
02.
325
0.01
50.
066
-0.7
741.
769
0.80
9
420
1-1/
43/
160.
206
0.70
0.48
10.
240
1.52
90.
034
0.40
80.
473
0.20
23.
9968
62.
127
0.06
70.
105
-0.7
611.
756
0.81
2
6*25
1-1/
43/
160.
162
0.55
0.77
80.
259
2.18
90.
024
0.38
20.
019
0.16
9-0
.637
2.31
20.
924
620
1-1/
43/
160.
268
0.91
1.27
50.
425
2.18
10.
038
0.37
61.
259
0.33
16.
5444
83.
292
0.08
70.
270
-0.6
252.
300
0.92
6
* Web
hei
ght t
o th
ickn
ess
ratio
(h/t)
exc
eeds
200
. Co
mpo
nent
s re
quire
web
stif
fene
rs a
t sup
port
and
conc
entra
ted
load
s.
DR
YW
AL
L:
Dryw
all T
rack
(DW
T)Dr
ywal
l Tra
ck is
use
d to
pro
vide
pre
mie
r pe
rimet
er s
uppo
rt fo
r wal
l ass
embl
ies.
Sta
ndar
d 25
GAU
GE D
ryw
all T
rack
is fu
rnis
hed
with
he
mm
ed fl
ange
s w
hile
20
GAUG
E tra
ck
is fu
rnis
hed
un-h
emm
ed.
Dryw
all S
tud
(DW
S)Dr
ywal
l Stu
ds a
re u
tiliz
ed in
the
cons
truct
ion
of in
terio
r non
-load
bea
ring
wal
ls, c
eilin
gs
and
bulk
head
s. T
he s
tuds
are
furn
ishe
d w
ith
knur
led
flang
es w
hich
“ke
ys”
the
scre
w ti
p an
d pr
even
ts it
from
ridi
ng u
pon
inst
alla
tion.
SE
CT
ION
PR
OP
ER
TIE
SN
otes
:
1.
The
Sec
tion
Prop
ertie
s ar
e pr
epar
ed b
ased
on
the
Nort
h Am
eric
a Sp
ecifi
catio
n fo
r th
e De
sign
of C
old
Form
ed S
teel
Str
uctu
ral m
embe
rs, 2
001
Editi
on2.
Effe
ctiv
e pr
oper
ties
inco
rpor
ate
the
stre
ngth
incr
ease
from
the
cold
wor
k of
form
ing
as a
pplic
able
per
AIS
I A7.
23.
Gro
ss p
rope
rtie
s ar
e ba
sed
on fu
ll re
info
rced
cro
ss s
ectio
n of
stu
ds a
nd jo
ists
, aw
ay fr
om th
e pu
nch
outs
.4.
For
com
pone
nts
whe
re th
e w
eb d
epth
is fo
llow
ed b
y *,
wed
hei
ght t
o th
ickn
ess
ratio
(h/t
) ex
ceed
s 20
0. C
ompo
nent
s re
quire
web
stif
fene
rs a
t sup
port
and
con
cent
rate
d lo
ads.
5. F
or d
efle
ctio
n ca
lcul
atio
ns, u
se th
e ef
fect
ive
mom
ent o
f ine
rtia
.
DRYW
ALL
TRAC
KPh
ysic
alGr
oss
Effe
ctiv
e 33
ksi
Tors
iona
l
WEB
GAUGE
FLANGE
LIP
Area
Wei
ght
Ixx
Sxx
RxIy
yRy
Ixx
Sxx
Ma
VaYc
gJx
1000
CwXo
Rob
(in)
(in)
(in)
(in)
(in2)
(lb/ft
)(in
4)(in
3)(in
)(in
4)(in
)(in
4)(in
3)(in
-k)
(lb)
(in)
(in4)
(in6)
(in)
(in)
1-5/
825
1-1/
4N/
A0.
078
0.26
0.04
30.
048
0.74
10.
013
0.41
10.
031
0.02
60.
5130
91.
095
0.00
90.
007
-0.8
931.
231
0.47
4
1-5/
820
1-1/
4N/
A0.
129
0.44
0.07
00.
079
0.73
50.
022
0.40
90.
057
0.05
01.
0063
71.
038
0.04
20.
012
-0.8
841.
220
0.47
5
2-1/
225
1-1/
4N/
A0.
094
0.32
0.10
50.
080
1.05
90.
015
0.39
90.
080
0.04
60.
9123
71.
592
0.01
10.
018
-0.7
811.
375
0.67
7
2-1/
220
1-1/
4N/
A0.
156
0.53
0.17
30.
131
1.05
30.
025
0.39
70.
145
0.09
01.
7785
11.
507
0.05
10.
030
-0.7
731.
365
0.67
9
3-5/
825
1-1/
4N/
A0.
115
0.39
0.24
00.
127
1.44
30.
017
0.38
00.
192
0.06
61.
3116
12.
364
0.01
40.
042
-0.6
751.
638
0.83
0
3-5/
820
1-1/
4N/
A0.
191
0.65
0.39
50.
210
1.43
80.
027
0.37
80.
339
0.15
23.
0173
12.
095
0.06
20.
068
-0.6
691.
630
0.83
2
4*25
1-1/
4N/
A0.
122
0.42
0.30
00.
145
1.56
70.
017
0.37
30.
244
0.07
31.
4414
62.
631
0.01
40.
052
-0.6
471.
736
0.86
1
420
1-1/
4N/
A0.
203
0.69
0.49
50.
239
1.56
20.
028
0.37
10.
427
0.17
63.
4966
12.
289
0.06
60.
085
-0.6
401.
729
0.86
3
6*25
1-1/
4N/
A0.
160
0.54
0.78
00.
254
2.20
80.
019
0.34
20.
019
0.13
2-0
.529
2.29
60.
947
620
1-1/
4N/
A0.
265
0.90
1.28
80.
419
2.20
40.
031
0.34
01.
159
0.27
25.
3743
83.
573
0.08
60.
214
-0.5
242.
291
0.94
8
* Web
hei
ght t
o th
ickn
ess
ratio
(h/t)
exc
eeds
200
. Co
mpo
nent
s re
quire
web
stif
fene
rs a
t sup
port
and
conc
entra
ted
load
s.
STUD
TRACK
6 | Drywall
LIMITING HEIGHTS (NON-COMPOSITE)
Notes: 1. Check end reactions for web crippling2. Limiting wall heights based on fully braced section.3. Values based on Fy = 33 ksi4. Lateral loads multiplied by 0.75 for strength determination per AISI A5.1.3.
DRYWALLSTUD 5psf 7.5psf 10psf
WEB
FLAN
GE
LIP
GAUG
E
SPAcING L/120 L240 L/360 L/120 L240 L/360 L/120 L240 L/360
(in) (in) (in)
1-5/8 1-1/4 3/16 20
12 11' 7" 9' 2" 8' 0" 10' 1" 8' 0" 7' 0" 9' 2" 7' 3" 6' 4"
16 10' 6" 8' 4" 7' 3" 9' 2" 7' 3" 6' 4" 8' 4" 6' 7" 5' 9"
24 9' 2" 7' 3" 6' 4" 8' 0" 6' 4" 5' 7" 7' 3" 5' 9" 5' 0"
1-5/8 1-1/4 3/16 25
12 9' 7" 7' 7" 6' 7" 8' 4" 6' 7" 5' 9" 7' 7" 6' 0" 5' 3"
16 8' 8" 6' 11" 6' 0" 7' 7" 6' 0" 5' 3" 6' 7" 5' 5" 4' 9"
24 7' 7" 6' 0" 5' 3" 6' 2" 5' 3" 4' 7" 5' 4" 4' 9" 4' 2"
2-1/2 1-1/4 3/16 20
12 16' 1" 12' 9" 11' 1" 14' 0" 11' 1" 9' 8" 12' 9" 10' 1" 8' 10"
16 14' 7" 11' 7" 10' 1" 12' 9" 10' 1" 8' 10" 11' 7" 9' 2" 8' 0"
24 12' 9" 10' 1" 8' 10" 11' 1" 8' 10" 7' 8" 9' 8" 8' 0" 7' 0"
2-1/2 1-1/4 3/16 25
12 13' 3" 10' 6" 9' 2" 11' 7" 9' 2" 8' 0" 10' 2" 8' 4" 7' 3"
16 12' 0" 9' 6" 8' 4" 10' 2" 8' 4" 7' 3" 8' 10" 7' 7" 6' 7"
24 10' 2" 8' 4" 7' 3" 8' 4" 7' 3" 6' 4" 6' 11" 6' 7" 5' 9"
3-5/8 1-1/4 3/16 20
12 21' 5" 17' 0" 14' 10" 18' 8" 14' 10" 12' 11" 17' 0" 13' 5" 11' 9"
16 19' 5" 15' 5" 13' 5" 17' 0" 13' 5" 11' 9" 15' 5" 12' 3" 10' 8"
24 17' 0" 13' 5" 11' 9" 14' 7" 11' 9" 10' 3" 12' 8" 10' 8" 9' 4"
3-5/8 1-1/4 3/16 25
12 17' 9" 14' 1" 12' 4" 14' 6" 12' 4" 10' 9" 12' 7" 11' 2" 9' 9"
16 15' 4" 12' 9" 11' 2" 12' 7" 11' 2" 9' 9" 9' 8" 9' 8" 8' 10"
24 12' 7" 11' 2" 9' 9" 8' 7" 8' 7" 8' 6" 6' 5" 6' 5" 6' 5"
4 1-1/4 3/16 20
12 23' 1" 18' 4" 16' 0 20' 2" 16' 0" 14' 0" 18' 4" 14' 7" 12' 8"
16 21' 0" 16' 8" 14' 7" 18' 4" 14' 7" 12' 8" 16' 7" 13' 3" 11' 6"
24 18' 4" 14' 7" 12' 8" 15' 8" 12' 8" 11' 1" 13' 7" 11' 6" 10' 1"
4 1-1/4 3/16 25
12 18' 8" 15' 2" 13' 3" 15' 3" 13' 3" 11' 7" 12' 0" 12' 0" 10' 6"
16 16' 2" 13' 9" 12' 0" 12' 0" 12' 0" 10' 6" 9' 0" 9' 0" 9' 0"
24 12' 0" 12' 0" 10' 6" 8' 0" 8' 0" 8' 0" 6' 0" 6' 0" 6' 0"
6 1-1/4 3/16 20
12 31' 8" 25' 5" 22' 0" 27' 1" 22' 0" 19' 2" 23' 6" 19' 11" 17' 5"
16 28' 9" 22' 10" 19' 11" 23' 6" 19' 11" 17' 5" 20' 4" 18' 1" 15' 10"
24 23' 6" 19' 11" 17' 5" 19' 2" 17' 5" 15' 3" 16' 6" 15' 10" 13' 10"
6 1-1/4 3/16 25
12
16
24
Structural | 7S
TR
UC
TU
RA
L
Stru
ctur
al W
all T
rack
( S
WT)
Stru
ctur
al p
rodu
ct u
sed
for:
• Cl
osur
e fo
r stu
d an
d jo
int a
ssem
blie
s •
Head
and
sill
con
ditio
ns o
f wal
l ope
ning
s •
Solid
blo
ckin
g fo
r brid
ging
con
ditio
ns
• M
isce
llane
ous
stru
ts, k
icke
rs, e
tc.
Stru
ctur
al W
all S
tud
( SW
S)Ge
nera
l all-
purp
ose
fram
ing
com
pone
nt
used
in a
var
iety
of a
pplic
ation
s inc
ludi
ng:
• Ax
ially
load
ed in
terio
r and
ext
erio
r wal
ls•
Non
-load
bea
ring
exte
rior c
urta
inw
alls
• Fl
oor j
oist
s and
hea
ders
SE
CT
ION
PR
OP
ER
TIE
S
Not
es:
1. T
he S
ectio
n Pr
oper
ties
are
prep
ared
bas
ed o
n th
e No
rth
Amer
ica
Spec
ifica
tion
for
the
Desi
gn o
f Col
d Fo
rmed
Ste
el S
truc
tura
l mem
bers
, 200
1 Ed
ition
2. E
ffect
ive
prop
ertie
s in
corp
orat
e th
e st
reng
th in
crea
se fr
om th
e co
ld w
ork
of fo
rmin
g as
app
licab
le p
er A
ISI A
7.2
3. G
ross
pro
pert
ies
are
base
d on
full
rein
forc
ed c
ross
sec
tion
of s
tuds
and
jois
ts, a
way
from
the
punc
h ou
ts.
4. F
or c
ompo
nent
s w
here
the
web
dep
th is
follo
wed
by
*, w
ed h
eigh
t to
thic
knes
s ra
tio (h
/t)
exce
eds
200.
Com
pone
nts
requ
ire w
eb s
tiffe
ners
at s
uppo
rt a
nd c
once
ntra
ted
load
s.5.
For
def
lect
ion
calc
ulat
ions
, use
the
effe
ctiv
e m
omen
t of i
nert
ia.
STRU
CTUR
AL W
ALL
TRAC
KPh
ysic
alGr
oss
Effe
ctiv
e 33
ksi
Effe
ctiv
e 50
ksi
Tors
iona
l
WEB
GAUGE
FLANGE
LIP
Area
Wei
ght
Ixx
Sxx
RxIy
yRy
Ixx
Sxx
Ma
VaYc
gIx
xSx
xM
aVa
Ycg
Jx10
00Cw
XoRo
b
(in)
(in)
(in)
(in)
(in2)
(lb/ft
)(in
4)(in
3)(in
)(in
4)(in
)(in
4)(in
3)(in
-k)
(lb)
(in)
(in4)
(in3)
(in-k
)(lb
)(in
)(in
4)(in
6)(in
)(in
)
2-1/
220
1-1/
4N/
A0.
173
0.59
0.19
20.
145
1.05
30.
027
0.39
70.
166
0.10
32.
0310
461.
492
0.15
70.
096
2.87
1288
1.52
40.
069
0.03
3-0
.771
1.36
50.
680
2-1/
218
1-1/
4N/
A0.
225
0.77
0.25
00.
188
1.05
50.
035
0.39
50.
231
0.14
72.
9114
461.
454
0.22
00.
137
4.09
2191
1.49
00.
153
0.04
2-0
.077
1.36
20.
683
2-1/
216
1-1/
4N/
A0.
282
0.96
0.31
80.
236
1.06
20.
043
0.39
20.
310
0.20
34.
0118
041.
426
0.29
70.
188
5.64
2734
1.46
30.
301
0.05
4-0
.763
1.36
50.
688
3-5/
820
1-1/
4N/
A0.
212
0.72
0.43
80.
232
1.43
80.
030
0.37
70.
384
0.17
43.
4499
62.
079
0.36
80.
164
4.92
996
2.11
40.
085
0.07
5-0
.669
1.63
00.
832
3-5/
818
1-1/
4N/
A0.
276
0.94
0.57
10.
302
1.43
90.
039
0.37
50.
531
0.24
54.
8417
772.
035
0.50
80.
230
6.89
2188
2.07
50.
187
0.09
7-0
.663
1.62
80.
834
3-5/
816
1-1/
4N/
A0.
346
1.18
0.72
30.
378
1.44
50.
048
0.37
30.
705
0.33
26.
5726
452.
000
0.67
80.
312
9.34
3446
2.04
20.
369
0.12
2-0
.659
1.63
20.
837
420
1-1/
4N/
A0.
225
0.76
0.54
90.
265
1.56
30.
031
0.37
10.
484
0.20
13.
9790
72.
272
0.46
50.
189
5.66
901
2.31
60.
090
0.09
4-0
.639
1.72
80.
863
418
1-1/
4N/
A0.
293
1.00
0.71
60.
344
1.56
30.
040
0.36
90.
666
0.28
25.
5717
772.
227
0.63
90.
266
7.96
1993
2.26
80.
198
0.12
2-0
.635
1.72
70.
865
416
1-1/
4N/
A0.
367
1.25
0.90
40.
431
1.56
90.
049
0.36
60.
882
0.38
17.
5327
992.
191
0.84
90.
359
10.7
434
462.
234
0.39
20.
153
-0.6
311.
730
0.86
7
620
1-1/
4N/
A0.
294
1.00
1.42
80.
465
2.20
40.
034
0.33
91.
297
0.33
56.
6259
73.
438
1.27
30.
273
8.17
597
3.70
50.
117
0.23
7-0
.052
2.29
10.
948
618
1-1/
4N/
A0.
383
1.30
1.86
10.
604
2.20
50.
044
0.33
71.
750
0.51
510
.17
1321
3.24
41.
700
0.46
513
.92
1321
3.36
30.
260
0.30
6-0
.519
2.29
00.
949
616
1.25
N/A
0.48
01.
632.
344
0.75
62.
209
0.05
40.
335
2.29
40.
685
13.5
326
173.
202
2.21
00.
653
19.5
526
173.
250
0.51
30.
383
-0.5
162.
293
0.94
9
614
1.25
N/A
0.60
52.
062.
969
0.95
02.
215
0.06
70.
332
2.96
90.
916
18.0
944
423.
164
2.93
00.
874
26.1
752
513.
211
1.02
50.
481
-0.5
122.
298
0.95
0
1” 5/8
1” 1/4
2” 1/2
- 1
0”
8 | Structural
STRU
CTUR
AL W
ALL
TRAC
K ( C
ont.)
Phys
ical
Gros
sEf
fect
ive
33ks
iEf
fect
ive
50ks
iTo
rsio
nal
WEB
GAUGE
FLANGE
LIP
Area
Wei
ght
Ixx
Sxx
RxIy
yRy
Ixx
Sxx
Ma
VaYc
gIx
xSx
xM
aVa
Ycg
Jx10
00Cw
XoRo
b
(in)
(in)
(in)
(in)
(in2)
(lb/ft
)(in
4)(in
3)(in
)(in
4)(in
)(in
4)(in
3)(in
-k)
(lb)
(in)
(in4)
(in3)
(in-k
)(lb
)(in
)(in
4)(in
6)(in
)(in
)
8*20
1-1/
4N/
A0.
363
1.24
2.89
50.
711
2.82
40.
036
0.31
32.
706
0.43
38.
5644
64.
860
2.54
50.
359
10.7
644
65.
171
0.14
50.
456
-0.4
442.
875
0.97
6
818
1-1/
4N/
A0.
473
1.61
3.77
30.
924
2.82
40.
046
0.31
13.
600
0.73
914
.61
988
4.40
83.
545
0.59
617
.84
988
4.77
30.
321
0.58
8-0
.440
2.87
50.
977
816
1.25
N/A
0.59
42.
024.
745
1.15
82.
827
0.05
70.
309
4.65
31.
065
21.0
419
564.
208
4.54
80.
961
28.7
819
564.
367
0.63
40.
734
-0.4
382.
878
0.97
7
814
1.25
N/A
0.74
82.
545.
998
1.45
42.
833
0.07
00.
306
5.99
81.
409
27.8
539
204.
166
5.92
51.
355
40.5
839
204.
217
1.26
70.
919
-0.4
342.
882
0.97
7
812
1.25
N/A
1.06
63.
638.
613
2.06
22.
843
0.09
60.
301
8.61
32.
062
46.5
790
374.
178
8.61
32.
062
61.7
211
124
4.17
83.
674
1.29
3-0
.427
2.89
10.
978
810
1.25
N/A
1.30
14.
4310
.569
2.50
62.
850
0.11
40.
297
10.5
692.
506
58.0
812
810
4.21
710
.569
2.50
686
.21
1659
14.
217
6.68
81.
562
-0.4
222.
897
0.97
9
1016
1.25
N/A
0.70
72.
418.
333
1.63
43.
434
0.05
90.
288
8.21
31.
443
28.5
115
615.
322
8.11
61.
155
34.5
815
615.
785
0.75
51.
212
-0.3
803.
467
0.98
8
1014
1.25
N/A
0.89
03.
0310
.522
2.05
33.
438
0.07
30.
286
10.5
221.
998
39.4
831
285.
168
10.4
161.
897
56.7
931
285.
259
1.50
81.
514
-0.3
773.
470
0.98
8
1012
1.25
N/A
1.26
94.
3215
.077
2.91
23.
447
0.10
00.
280
15.0
772.
912
65.7
790
375.
178
15.0
772.
912
87.1
891
195.
178
4.37
52.
121
-0.3
713.
478
0.98
9
12*
161.
25N/
A0.
820
2.79
13.3
352.
186
4.03
30.
060
0.27
113
.267
1.66
232
.85
1299
6.74
813
.117
1.36
240
.79
1299
7.24
60.
876
1.82
0-0
.337
4.05
60.
993
1214
1.25
N/A
1.03
33.
5116
.826
2.74
74.
036
0.07
40.
268
16.8
262.
682
52.9
926
026.
169
16.8
012.
176
65.1
526
026.
678
1.75
02.
271
-0.3
344.
059
0.99
3
1212
1.25
N/A
1.47
25.
0124
.078
3.89
74.
044
0.10
20.
263
24.0
783.
897
88.0
375
796.
178
24.0
783.
897
116.
6975
796.
178
5.07
63.
173
-0.3
284.
066
0.99
4
14*
161.
25N/
A0.
933
3.18
19.9
772.
814
4.62
70.
061
0.25
619
.977
1.90
137
.56
1112
8.20
818
.919
1.57
747
.21
1112
8.73
90.
997
2.56
1-0
.302
4.64
40.
996
1414
1.25
N/A
1.17
54.
0025
.196
3.53
64.
630
0.07
60.
254
25.1
963.
056
60.3
922
277.
528
25.1
962.
482
74.3
122
278.
131
1.99
23.
191
-0.2
994.
647
0.99
6
1412
1.25
N/A
1.67
65.
7036
.024
5.01
94.
636
0.10
40.
249
36.0
245.
019
113.
3664
857.
178
36.0
245.
019
150.
2664
857.
178
5.77
84.
450
-0.2
944.
652
0.99
6
* Web
hei
ght t
o th
ickn
ess
ratio
(h/t)
exc
eeds
200
. Co
mpo
nent
s re
quire
web
stif
fene
rs a
t sup
port
and
conc
entra
ted
load
s.
Structural | 9
STRU
CTUR
AL W
ALL
STUD
Phys
ical
Gros
sEf
fect
ive
33ks
iEf
fect
ive
50ks
iTo
rsio
nal
WEB
GAUGE
FLANGE
LIP
Area
Wei
ght
Ixx
Sxx
RxIy
yRy
Ixx
Sxx
Ma
VaYc
gIx
xSx
xM
aVa
Ycg
Jx10
00Cw
XoRo
b
(in)
(in)
(in)
(in)
(in2)
(lb/ft
)(in
4)(in
3)(in
)(in
4)(in
)(in
4)(in
3)(in
-k)
(lb)
(in)
(in4)
(in3)
(in-k
)(lb
)(in
)(in
4)(in
6)(in
)(in
)
2-1/
220
1-5/
81/
20.
223
0.76
0.23
50.
188
1.02
70.
087
0.62
40.
235
0.18
03.
5510
401.
274
0.23
50.
163
4.89
1288
1.32
40.
089
0.14
4-1
.501
1.92
30.
390
2-1/
218
1-5/
81/
20.
289
0.98
0.30
20.
242
1.02
20.
111
0.62
00.
302
0.24
05.
2213
501.
253
0.30
20.
213
6.38
2045
1.31
90.
196
0.18
2-1
.489
1.90
90.
392
2-1/
216
1-5/
81/
20.
358
1.22
0.37
00.
296
1.01
60.
135
0.61
30.
370
0.29
66.
5716
561.
250
0.37
00.
288
8.62
2510
1.26
70.
383
0.21
9-1
.482
1.89
80.
391
3-5/
820
1-5/
81/
20.
262
0.89
0.55
10.
304
1.45
00.
099
0.61
60.
551
0.29
25.
7710
391.
843
0.55
00.
267
8.00
1039
1.90
60.
105
0.29
3-1
.335
2.06
50.
582
3-5/
818
1-5/
81/
20.
340
1.16
0.71
00.
392
1.44
50.
127
0.61
10.
710
0.38
98.
4617
771.
818
0.71
00.
347
10.4
021
881.
902
0.23
00.
371
-1.3
232.
052
0.58
5
3-5/
816
1-5/
81/
20.
422
1.44
0.87
30.
481
1.43
80.
154
0.60
40.
873
0.48
110
.69
2497
1.81
30.
873
0.46
814
.00
3446
1.83
60.
451
0.44
9-1
.314
2.04
00.
585
420
1-5/
81/
20.
275
0.94
0.69
20.
346
1.58
60.
103
0.61
10.
692
0.33
26.
5793
62.
032
0.69
00.
305
9.14
936
2.09
90.
110
0.35
8-1
.288
2.13
30.
635
418
1-5/
81/
20.
357
1.21
0.89
20.
446
1.58
10.
131
0.60
60.
892
0.44
39.
6317
772.
006
0.89
20.
397
11.8
720
792.
095
0.24
20.
453
-1.2
762.
121
0.63
8
416
1-5/
81/
20.
443
1.51
1.09
80.
549
1.57
40.
159
0.60
01.
098
0.54
912
.18
2777
2.00
01.
098
0.53
315
.96
3446
2.02
60.
473
0.55
0-1
.268
2.10
80.
638
620
1-5/
81/
20.
344
1.17
1.79
30.
598
2.28
20.
116
0.58
11.
793
0.57
711
.41
612
3.03
91.
793
0.47
914
.35
612
3.28
50.
137
0.85
1-1
.091
2.59
50.
823
618
1-5/
81/
20.
447
1.52
2.31
60.
772
2.27
60.
148
0.57
62.
316
0.76
716
.68
1358
3.00
72.
316
0.69
620
.84
1358
3.11
70.
303
1.08
2-1
.081
2.58
50.
825
616
1-5/
81/
20.
556
1.89
2.86
00.
953
2.26
70.
180
0.57
02.
860
0.95
321
.17
2708
3.00
02.
860
0.92
727
.76
2708
3.03
40.
594
1.31
8-1
.072
2.57
20.
826
8*20
1-5/
81/
20.
413
1.41
3.58
20.
896
2.94
30.
125
0.55
03.
582
0.75
714
.96
455
4.30
63.
531
0.63
418
.98
455
4.61
80.
165
1.61
5-0
.951
3.14
20.
908
818
1-5/
81/
20.
537
1.83
4.63
31.
158
2.93
70.
160
0.54
94.
633
1.15
822
.89
1008
4.00
04.
633
0.91
327
.32
1008
4.40
80.
364
2.05
6-0
.941
3.13
20.
910
816
1-5/
81/
20.
670
2.28
5.73
61.
434
2.92
70.
194
0.53
95.
736
1.43
431
.83
2006
4.00
05.
736
1.39
741
.84
2006
4.03
60.
715
2.50
9-0
.932
3.11
90.
911
10 | Structural
STRUCTURAL STUDS LIMITING WALL HEIGHTS
Notes: 1. Strength Multiplier = 1.0.2. Deflection Multiplier = 1.0.3. The limiting heights are based on Fy = 33 ksi.4. The limiting Heights are based on the steel properties only.5. Check end reaction for web crippling.
STUD 5 psf 15 psf 20 psf 25 psf
WEB
GAUG
E
FLAN
GE
LIP SPACING L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
(in) (in) (in)
2-1/2 20 1-5/8 1/212" o.c. 14' 6" 12' 8" 10' 8" 10' 1" 8' 9" 7' 5" 9' 2" 8' 8" 6' 9" 8' 6" 7' 5" 6' 3"16" o.c. 13' 2" 11' 6" 9' 8" 9' 2" 8' 0" 6' 9" 8' 3" 7' 3" 6' 1" 7' 8" 6' 9" 5' 8"18" o.c. 11' 6" 10' 1" 8' 6" 8' 0" 6' 11" 5' 10" 7' 3" 6' 4" 5' 4" 6' 8" 5' 10" 4' 11"
2-1/2 18 1-5/8 1/212" o.c. 15' 9" 13' 9" 11' 7" 10' 11" 9' 6" 8' 0" 9' 11" 8' 8" 7' 4" 9' 3" 8' 0" 6' 9"16" o.c. 14' 4" 12' 6" 10' 7" 9' 11" 8' 8" 7' 4" 9' 0" 7' 10" 6' 8" 8' 4" 7' 4" 6' 2"18" o.c. 12' 6" 10' 11" 9' 3" 8' 8" 7' 7" 6' 4" 7' 10" 6' 10" 5' 9" 7' 4" 6' 4" 5' 4"
2-1/2 16 1-5/8 1/212" o.c. 16' 11" 14' 9" 12' 5" 11' 8" 10' 3" 8' 7" 10' 7" 9' 3" 7' 10" 9' 10" 8' 7" 7' 3"16" o.c. 15' 4" 13' 5" 11' 3" 10' 7" 9' 3" 7' 10" 9' 8" 8' 5" 7' 1" 8' 11" 7' 10" 6' 7"18" o.c. 13' 5" 11' 8" 9' 10" 9' 3" 8' 1" 6' 10" 8' 5" 7' 4" 6' 2" 7' 10" 6' 10" 5' 9"
STUD 30 psf 35 psf 40 psf 50 psf
WEB
GAUG
E
FLAN
GE
LIP SPACING L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
(in) (in) (in)
2-1/2 20 1-5/8 1/212" o.c. 8' 0" 6' 11" 5' 10" 7' 7" 6' 7" 5' 7" 7' 3" 6' 4" 5' 4" 6' 8" 5' 10" 4' 11"16" o.c. 7' 3" 6' 4" 5' 4" 6' 10" 6' 0" 5' 1" 6' 5" 5' 9" 4' 10" 5' 9" 5' 4" 4' 6"18" o.c. 6' 1" 5' 6" 4' 8" 5' 8" 5' 3" 4' 5" 5' 3" 5' 0" 4' 3" 4' 8" 4' 8" 3' 11"
2-1/2 18 1-5/8 1/212" o.c. 8' 8" 7' 7" 6' 4" 8' 3" 7' 2" 6' 1" 7' 10" 6' 10" 5' 5" 7' 4" 6' 4" 5' 4"16" o.c. 7' 10" 6' 10" 5' 9" 7' 5" 6' 6" 5' 6" 7' 2" 6' 3" 5' 3" 6' 8" 5' 9" 4' 10"18" o.c. 6' 10" 6' 0" 5' 1" 6' 6" 5' 8" 4' 10" 6' 2" 5' 5" 4' 7" 5' 6" 5' 1" 4' 3"
2-1/2 16 1-5/8 1/212" o.c. 9' 3" 8' 1" 6' 10" 8' 10" 7' 8" 6' 6" 8' 5" 7' 4" 6' 2" 7' 10" 6' 10" 5' 9"16" o.c. 8' 5" 7' 4" 6' 2" 8' 0" 7' 0" 5' 11" 7' 8" 6' 8" 5' 7" 7' 1" 6' 2" 5' 3"18" o.c. 7' 4" 6' 5" 5' 5" 7' 0" 6' 1" 5' 2" 6' 8" 5' 10" 4' 11" 6' 1" 5' 5" 4' 7"
STUD 5 psf 15 psf 20 psf 25 psf
WEB
GAUG
E
FLAN
GE
LIP SPACING L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
(in) (in) (in)
3-5/8 20 1-5/8 1/212" o.c. 19' 4" 16' 10" 14' 2" 13' 4" 11' 8" 9' 10" 12' 2" 10' 7" 8' 11" 11' 3" 9' 10" 8' 3"16" o.c. 17' 6" 15' 4" 12' 11" 12' 2" 10' 7" 8' 11" 11' 0" 9' 8" 8' 1" 10' 3" 8' 11" 7' 6"18" o.c. 15' 4" 13' 4" 11' 3" 10' 7" 9' 3" 7' 10" 9' 4" 8' 5" 7' 1" 8' 4" 7' 10" 6' 7"
3-5/8 18 1-5/8 1/212" o.c. 21' 0" 18' 4" 15' 5" 14' 7" 12' 8" 10' 9" 13' 3" 11' 6" 9' 9" 12' 3" 10' 8" 9' 0"16" o.c. 19' 1" 16' 8" 14' 0" 13' 3" 11' 6" 9' 9" 12' 0" 10' 6" 8' 10" 11' 2" 9' 9" 8' 2"18" o.c. 16' 8" 14' 7" 12' 3" 11' 6" 10' 1" 8' 6" 10' 6" 9' 2" 7' 8" 9' 9" 8' 6" 7' 2"
3-5/8 16 1-5/8 1/212" o.c. 22' 6" 19' 8" 16' 7" 15' 7" 13' 7" 11' 6" 14' 2" 12' 4" 10' 5" 13' 2" 11' 6" 9' 8"16" o.c. 20' 5" 17' 10" 15' 1" 14' 2" 12' 4" 10' 5" 12' 10" 11' 3" 9' 6" 11' 11" 10' 5" 8' 9"18" o.c. 17' 10" 15' 7" 13' 2" 12' 4" 10' 9" 9' 1" 11' 3" 9' 10" 8' 3" 10' 5" 9' 1" 7' 8"
STUD 30 psf 35 psf 40 psf 50 psf
WEB
GAUG
E
FLAN
GE
LIP SPACING L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
(in) (in) (in)
3-5/8 20 1-5/8 1/212" o.c. 10' 7" 9' 3" 7' 10" 10' 0" 8' 9" 7' 5" 9' 4" 8' 5" 7' 1" 8' 4" 7' 10" 6' 7"16" o.c. 9' 4" 8' 5" 7' 1" 8' 8" 8' 0" 6' 9" 8' 1" 7' 0" 6' 5" 7' 3" 7' 1" 6' 0"18" o.c. 7' 8" 7' 4" 6' 2" 7' 1" 7' 0" 5' 10" 6' 7" 6' 7" 5' 7" 5' 11" 5' 11" 5' 2"
3-5/8 18 1-5/8 1/212" o.c. 11' 6" 10' 1" 8' 6" 10' 11" 9' 7" 6' 1" 10' 6" 9' 2" 7' 8" 9' 9" 8' 6" 7' 2"16" o.c. 10' 6" 9' 2" 7' 8" 9' 11" 8' 8" 7' 4" 9' 6" 8' 4" 7' 0" 8' 6" 7' 8" 6' 6"18" o.c. 9' 0" 8' 8" 6' 9" 8' 4" 7' 7" 6' 5" 7' 9" 7' 3" 6' 1" 6' 11" 6' 9" 5' 8"
3-5/8 16 1-5/8 1/212" o.c. 12' 4" 10' 9" 9' 1" 11' 9" 10' 3" 8' 8" 11' 3" 9' 10" 8' 3" 10' 5" 9' 1" 7' 8"16" o.c. 11' 3" 9' 10" 8' 3" 10' 8" 9' 4" 7' 10" 10' 2" 8' 11" 7' 6" 9' 6" 8' 3" 7' 0"18" o.c. 9' 10" 8' 7" 7' 3" 9' 4" 8' 2" 6' 10" 8' 9" 7' 9" 6' 7" 7' 10" 7' 3" 6' 1"
Structural | 11
STRUCTURAL STUDS LIMITING WALL HEIGHTS
Notes: 1. Strength Multiplier = 1.0.2. Deflection Multiplier = 1.0.3. The limiting heights are based on Fy = 33 ksi.4. The limiting Heights are based on the steel properties only.5. Check end reaction for web crippling.
Stud 5 psf 15 psf 20 psf 25 psf
WEB
GAUG
E
FLAN
GE
LIP SPACING L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
(in) (in) (in)
4 20 1-5/8 1/212" o.c. 20' 10" 18' 2" 15' 4" 14' 5" 12' 7" 10' 7" 13' 1" 11' 5" 9' 8" 12' 2" 10' 7" 6' 11"16" o.c. 18' 11" 16' 6" 13' 11" 13' 1" 11' 5" 9' 8" 11' 11" 10' 5" 8' 9" 10' 10" 9' 8" 8' 1"18" o.c. 16" 6" 14' 5" 12' 2" 11' 5" 10' 0" 8' 5" 9' 11" 9' 1" 7' 8" 8' 10" 8' 5" 7' 1"
4 18 1-5/8 1/212" o.c. 22' 8" 19' 9" 16' 8" 15' 8" 13' 8" 11' 7" 14' 3" 12' 5" 10' 6" 13' 3" 11' 7" 9' 9"16" o.c. 20' 7" 18' 0" 15' 2" 14' 3" 12' 5" 10' 6" 12' 11" 11' 4" 9' 6" 12' 0" 10' 6" 8' 10"18" o.c. 18' 0" 15' 8" 13' 3" 12' 5" 10' 10" 9' 2" 11' 4" 9' 10" 8' 4" 10' 5" 9' 2" 7' 9"
4 16 1-5/8 1/212" o.c. 24' 3" 21' 2" 17' 11" 16' 10" 14' 8" 12' 5" 15' 3" 13' 4" 11' 3" 14' 2" 12' 5" 10' 5"16" o.c. 22' 1" 19' 3" 16' 3" 15' 3" 13' 4" 11' 3" 13' 11" 12' 1" 10' 3" 12' 11" 11' 3" 9' 6"18" o.c. 19' 3" 16' 10" 14' 2" 13' 4" 11' 8" 9' 10" 12' 1" 10' 7" 8' 11" 11' 3" 9' 10" 8' 3"
Stud 30 psf 35 psf 40 psf 50 psf
WEB
GAUG
E
FLAN
GE
LIP SPACING L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
(in) (in) (in)
4 20 1-5/8 1/212" o.c. 11' 5" 10' 0" 8' 5" 10' 7" 9' 6" 8' 0" 9' 11" 9' 1" 7' 8" 8' 10" 8' 5" 7' 1"16" o.c. 9' 11" 9' 1" 7' 8" 9' 2" 8' 7" 7' 9" 8' 7" 8' 3" 6' 11" 7' 8" 7' 8" 6' 5"18" o.c. 8' 1" 7' 11" 6' 8" 7' 6" 7' 6" 7' 6" 7' 0" 7' 0" 6' 1" 6' 3" 6' 3" 5' 7"
4 18 1-5/8 1/212" o.c. 12' 5" 10' 10" 9' 2" 11' 10" 10' 4" 8' 8" 11' 4" 9' 10" 8' 4" 10' 5" 9' 2" 7' 9"16" o.c. 11' 4" 9' 10" 8' 4" 10' 9" 9' 5" 7' 11" 10' 1" 9' 0" 7' 7" 9' 0" 8' 4" 7' 0"18" o.c. 9' 6" 8' 7" 7' 3" 8' 10" 8' 2" 6' 11" 8' 3" 7' 10" 6' 7" 7' 4" 7' 3" 6' 1"
4 16 1-5/8 1/212" o.c. 13' 4" 11' 8" 9' 10" 12' 8" 11' 1" 9' 4" 12' 1" 10' 7" 8' 11" 11' 3" 9' 10" 8' 3"16" o.c. 12' 1" 10' 7" 8' 11" 11' 6" 10' 1" 8' 6" 11' 0" 9' 7" 8' 1" 10' 2" 8' 11" 7' 6"18" o.c. 10' 7" 9' 3" 7' 9" 9' 11" 8' 9" 7' 5" 9' 3" 8' 5" 7' 1" 8' 3" 7' 9" 6' 7"
Stud 5 psf 15 psf 20 psf 25 psf
WEB
GAUG
E
FLAN
GE
LIP SPACING L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
(in) (in) (in)
6 20 1-5/8 1/212" o.c. 28' 7" 25' 0" 21' 1" 19' 10" 17' 4" 14' 7" 18' 0" 15' 9" 13' 3" 16' 9" 14' 7" 12' 4"16" o.c. 26' 0" 22' 8" 19' 2" 18' 10" 15' 9" 13' 3" 16' 4" 14' 3" 12' 0" 15' 1" 13' 3" 11' 2"18" o.c. 22' 8" 19' 10" 16' 9" 15' 9" 13' 9" 11' 7" 13' 9" 12' 6" 10' 6" 12' 3" 11' 7" 9' 9"
6 18 1-5/8 1/212" o.c. 31' 2" 27' 3" 22' 11" 21' 7" 18' 10" 15' 11" 19' 7" 17' 2" 14' 5" 18' 2" 15' 11" 13' 5"16" o.c. 28' 4" 24' 9" 20' 10" 19' 7" 17' 2" 14' 5" 17' 10" 15' 7" 13' 1" 16' 6" 14' 5" 12' 2"18" o.c. 24' 9" 21' 7" 18' 2" 17' 2" 14' 11" 12' 7" 15' 7" 13' 7" 11' 5" 14' 3" 12' 7" 10' 8"
6 16 1-5/8 1/212" o.c. 33' 5" 29' 2" 24' 7" 23' 2" 20' 3" 17' 1" 21' 1" 18' 5" 15' 6" 19' 6" 17' 1" 14' 6"16" o.c. 30' 4" 26' 6" 22' 4" 21' 1" 18' 5" 15' 6" 19' 1" 16' 8" 14' 1" 17' 9" 15' 6" 13' 1"18" o.c. 26' 6" 23' 2" 19' 6" 18' 5" 16' 1" 13' 6" 16' 8" 14' 7" 12' 3" 15' 6" 13' 6" 11' 5"
Stud 30 psf 35 psf 40 psf 50 psf
WEB
GAUG
E
FLAN
GE
LIP SPACING L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
(in) (in) (in)
6 20 1-5/8 1/212" o.c. 15' 9" 13' 9" 11' 7" 14' 8" 13' 0" 11' 0" 13' 9" 12' 6" 10' 6" 12' 3" 11' 7" 9' 9"16" o.c. 13' 9" 12' 6" 10' 6" 12' 9" 11' 10" 10' 0" 11' 11" 11' 4" 9' 7" 10' 8" 10' 6" 8' 10"18" o.c. 11' 9" 10' 11" 9' 2" 10' 5" 10' 4" 8' 9" 9' 9" 9' 9" 8' 4" 8' 8" 8' 8" 7' 9"
6 18 1-5/8 1/212" o.c. 17' 2" 14' 11" 12' 7" 16' 3" 14' 2" 12' 0" 15' 7" 13' 7" 11' 5" 14' 3" 12' 7" 10' 8"16" o.c. 15' 7" 13' 7" 11' 5" 14' 9" 12' 11" 10' 11" 13' 9" 12' 4" 10' 5" 12' 4" 11' 5" 9' 8"18" o.c. 13' 0" 11' 10" 10' 0" 12' 0" 11' 3" 9' 6" 11' 3" 10' 9" 9' 1" 10' 1" 10' 0" 8' 5"
6 16 1-5/8 1/212" o.c. 18' 5" 16' 1" 13' 6" 17' 5" 15' 3" 12' 10" 16' 8" 14' 7" 12' 3" 15' 6" 13' 6" 11' 5"16" o.c. 16' 8" 14' 7" 12' 3" 15' 10" 13' 10" 11' 8" 15' 2" 13' 3" 11' 2" 13' 8" 12' 3" 10' 4"18" o.c. 14' 5" 12' 9" 10' 9" 13' 4" 12' 1" 10' 2" 12' 6" 11' 7" 9' 9" 11' 2" 10' 9" 9' 1"
12 | Structural
STRUCTURAL STUDS LIMITING WALL HEIGHTS
Notes: 1. Strength Multiplier = 1.0.2. Deflection Multiplier = 1.0.3. The limiting heights are based on Fy = 33 ksi.4. The limiting Heights are based on the steel properties only.5. Check end reaction for web crippling.
STUD 5 psf 15 psf 20 psf 25 psf
WEB
GAUG
E
FLAN
GE
LIP SPACING L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
(in) (in) (in)
8 20 1-5/8 1/212" o.c. 35' 4" 30' 11" 26' 1" 24' 6" 21' 5" 18' 1" 21' 7" 19' 5" 16' 5" 19' 4" 18' 1" 15' 3"16" o.c. 32' 1" 28' 1" 23' 8" 21' 7" 19' 5" 16' 5" 18' 8" 17' 8" 14' 11" 16' 8" 16' 5" 13' 10"18" o.c. 28' 1" 24' 6" 20' 8" 17' 7" 17' 0" 14' 4" 15' 3" 15' 3" 13' 0" 13' 8" 13' 8" 12' 1"
8 18 1-5/8 1/212" o.c. 38' 11" 34' 0" 28' 8" 26' 11" 23' 6" 19' 10" 24' 6" 21' 5" 18' 0" 22' 9" 19' 10" 16' 9"16" o.c. 35' 4" 30' 10" 26' 0" 24' 6" 21' 5" 18' 0" 22' 3" 19' 5" 16' 5" 20' 0" 18' 0" 15' 2"18" o.c. 30' 10" 26' 11" 22' 9" 21' 1" 18' 8" 15' 9" 18' 3" 17' 0" 14' 4" 16' 4" 15' 9" 13' 3"
8 16 1-5/8 1/212" o.c. 42' 1" 36' 9" 31' 0" 29' 2" 25' 6" 21' 6" 26' 6" 23' 2" 19' 6" 24' 7" 21' 6" 18' 1"16" o.c. 38' 3" 33' 5" 28' 2" 26' 6" 23' 2" 19' 6" 24' 1" 21' 0" 17' 9" 22' 4" 19' 6" 16' 5"18" o.c. 33' 5" 29' 2" 24' 7" 23' 2" 20' 3" 17' 8" 20' 11" 18' 8" 15' 6" 18' 8" 17' 0" 14' 4"
STUD 30 psf 35 psf 40 psf 50 psf
WEB
GAUG
E
FLAN
GE
LIP SPACING L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600 L/240 L/360 L/600
(in) (in) (in)
8 20 1-5/8 1/212" o.c. 17' 7" 17' 0" 14' 4" 16' 4" 16' 2" 13' 7" 15' 3" 15' 3" 13' 0" 13' 8" 13' 8" 12' 1"16" o.c. 15' 3" 15' 3" 13' 0" 14' 1" 14' 1" 12' 4" 13' 2" 13' 2" 11' 10" 11' 10" 11' 10" 11' 0"18" o.c. 12' 5" 12' 5" 11' 4" 11' 6" 11' 6" 10' 9" 10' 9" 10' 9" 10' 4" 9' 5" 9' 5" 9' 5"
8 18 1-5/8 1/212" o.c. 21' 1" 18' 8" 15' 9" 19' 7" 17' 3" 14' 11" 18' 3" 17' 8" 14' 4" 16' 4" 15' 9" 13' 3"16" o.c. 18' 3" 17' 0" 14' 4" 16' 11" 16' 1" 13' 7" 15' 10" 15' 5" 13' 0" 14' 2" 14' 2" 12' 1"18" o.c. 14' 11" 14' 10" 12' 6" 13' 10" 13' 10" 11' 10" 12' 11" 12' 11" 11' 4" 11' 7" 11' 7" 10' 6"
8 16 1-5/8 1/212" o.c. 23' 2" 20' 3" 17' 0" 22' 0" 19' 2" 16' 2" 20' 11" 18' 4" 15' 6" 18' 8" 17' 0" 14' 4"16" o.c. 20' 11" 18' 4" 15' 6" 19' 4" 17' 5" 14' 8" 18' 1" 16' 8" 14' 1" 16' 2" 15' 6" 13' 1"18" o.c. 17' 1" 16' 0 13' 6" 15' 10" 15' 3" 12' 10" 14' 9" 14' 7" 12' 3" 13' 3" 13' 3" 11' 5"
Allowable Axial Loads | 13
ALLOWABLE AXIAL LOADS 33 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 33 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 5 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 1.85 1.78 1.63 1.72 1.62 1.44 1.57 1.46 1.25 1.41 1.28 1.05
3-5/8 18 1-5/8 1/2 2.61 2.53 2.39 2.45 2.35 2.16 2.26 2.14 1.92 2.06 1.92 1.67
3-5/8 16 1-5/8 1/2 3.46 3.38 3.22 3.25 3.14 2.95 3.00 2.88 2.64 2.74 2.60 2.33
4 20 1-5/8 1/2 2.01 1.94 1.80 1.89 1.80 1.63 1.75 1.65 1.44 1.60 1.48 1.25
4 18 1-5/8 1/2 2.84 2.76 2.63 2.69 2.60 2.43 2.53 2.42 2.21 2.35 2.22 1.97
4 16 1-5/8 1/2 3.78 3.70 3.56 3.61 3.51 3.32 3.40 3.28 3.05 3.17 3.03 2.76
6 20 1-5/8 1/2 2.44 2.40 2.32 2.40 2.35 2.25 2.35 2.29 2.17 2.28 2.21 2.06
6 18 1-5/8 1/2 3.41 3.38 3.31 3.38 3.34 3.25 3.35 3.29 3.18 3.27 3.20 3.07
6 16 1-5/8 1/2 4.53 4.50 4.42 4.50 4.45 4.35 4.46 4.40 4.27 4.40 4.32 4.17
8 20 1-5/8 1/2 2.40 2.37 2.31 2.37 2.34 2.26 2.35 2.30 2.20 2.31 2.26 2.14
8 18 1-5/8 1/2 3.36 3.33 3.27 3.33 3.30 3.22 3.31 3.26 3.17 3.27 3.22 3.11
8 16 1-5/8 1/2 4.49 4.46 4.40 4.46 4.43 4.35 4.43 4.39 4.30 4.40 4.35 4.23
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.24 1.10 0.852 0.921 0.772 0.513 0.652 0.503 0.254 0.443 0.304 0.065
3-5/8 18 1-5/8 1/2 1.84 1.70 1.431 1.42 1.261 0.972 1.052 0.893 0.613 0.752 0.603 0.334
3-5/8 16 1-5/8 1/2 2.46 2.30 2.01 1.92 1.74 1.432 1.431 1.262 0.953 1.232 1.103 0.874
4 20 1-5/8 1/2 1.45 1.31 1.851 1.13 0.972 0.692 0.832 0.672 0.383 0.592 0.433 0.154
4 18 1-5/8 1/2 2.15 2.00 1.72 1.73 1.56 1.252 1.341 1.162 0.843 1.422 1.222 0.883
4 16 1-5/8 1/2 2.92 2.76 2.46 2.39 2.20 1.861 1.88 1.681 1.322 1.422 1.222 0.883
6 20 1-5/8 1/2 2.21 2.12 1.94 2.02 1.89 1.66 1.79 1.64 1.351 1.53 1.36 1.042
6 18 1-5/8 1/2 3.19 3.10 2.94 2.97 2.86 2.63 2.7 2.55 2.28 4.04 3.87 3.551
6 16 1-5/8 1/2 4.30 4.20 4.01 4.02 3.89 3.64 3.68 3.51 3.19 3.28 3.08 2.71
8 20 1-5/8 1/2 2.28 2.21 2.07 2.19 2.10 1.91 2.09 1.97 1.72 1.97 1.81 1.50
8 18 1-5/8 1/2 3.24 3.17 3.04 3.16 3.06 2.88 3.06 2.93 2.68 2.93 2.77 2.46
8 16 1-5/8 1/2 4.37 4.30 4.16 4.28 4.18 3.99 4.17 4.04 3.79 4.04 3.87 3.55
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
14 | Allowable Axial Loads
ALLOWABLE AXIAL LOADS 33 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 33 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 15 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 1.42 1.22 0.842 1.19 0.962 0.522 0.962 0.692 0.223 0.732 0.453 0.004
3-5/8 18 1-5/8 1/2 2.17 1.96 1.57 1.90 1.65 1.192 1.62 1.342 0.833 1.342 1.032 0.493
3-5/8 16 1-5/8 1/2 2.99 2.77 2.34 2.66 2.39 1.891 2.31 2.011 1.452 1.991 1.632 1.033
4 20 1-5/8 1/2 1.60 1.40 1.041 1.38 1.15 0.722 1.16 0.892 0.412 0.932 0.642 0.123
4 18 1-5/8 1/2 2.42 2.22 1.84 2.17 1.93 1.481 1.91 1.621 1.112 1.631 1.322 0.753
4 16 1-5/8 1/2 3.34 3.12 2.71 3.05 2.79 2.29 2.73 2.42 1.852 2.39 2.041 1.422
6 20 1-5/8 1/2 2.20 2.09 1.87 2.11 1.96 1.68 1.98 1.81 1.46 1.84 1.63 1.221
6 18 1-5/8 1/2 3.19 3.08 2.86 3.09 2.95 2.68 2.98 2.81 2.47 2.83 2.62 2.22
6 16 1-5/8 1/2 4.30 4.19 3.96 4.20 4.06 3.76 4.08 3.90 3.54 3.94 3.72 3.28
8 20 1-5/8 1/2 2.22 2.13 1.96 2.15 2.04 1.81 2.07 1.93 1.65 1.97 1.80 1.47
8 18 1-5/8 1/2 3.19 3.10 2.93 3.11 3.01 2.79 3.03 2.90 2.63 2.94 2.78 2.45
8 16 1-5/8 1/2 4.31 4.23 4.05 4.24 4.13 3.91 4.16 4.02 3.74 4.06 3.89 3.56
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.523 0.233 0.004 0.174 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.005
3-5/8 18 1-5/8 1/2 1.072 0.753 0.204 0.604 0.284 0.004 0.254 0.004 0.005 0.004 0.005 0.005
3-5/8 16 1-5/8 1/2 1.622 1.272 0.663 1.033 0.683 0.074 0.574 0.234 0.005 0.244 0.005 0.005
4 20 1-5/8 1/2 0.712 0.403 0.004 0.323 0.194 0.004 0.024 0.004 0.005 0.004 0.005 0.005
4 18 1-5/8 1/2 1.352 1.022 0.423 0.853 0.493 0.004 0.444 0.094 0.005 0.134 0.004 0.005
4 16 1-5/8 1/2 2.051 1.672 1.013 1.402 1.013 0.324 0.873 0.484 0.004 0.454 0.094 0.005
6 20 1-5/8 1/2 1.68 1.43 0.972 1.331 1.022 0.452 0.972 0.613 0.004 0.623 0.243 0.004
6 18 1-5/8 1/2 2.66 2.41 1.941 2.27 1.951 1.362 1.832 1.462 0.793 1.402 0.993 0.284
6 16 1-5/8 1/2 3.74 3.48 2.95 3.28 2.93 2.282 2.75 2.342 1.592 2.202 1.752 0.943
8 20 1-5/8 1/2 1.87 1.67 1.28 1.64 1.37 0.851 1.37 1.031 0.392 1.071 0.662 0.003
8 18 1-5/8 1/2 2.84 2.64 2.26 2.61 2.34 1.82 2.33 1.99 1.332 2.33 1.992 1.332
8 16 1-5/8 1/2 3.96 3.75 3.36 3.71 3.43 2.89 3.42 3.05 2.361 3.08 2.63 1.792
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
Allowable Axial Loads | 15
ALLOWABLE AXIAL LOADS 33 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 33 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 20 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 1.22 0.961 0.492 0.952 0.662 0.133 0.692 0.373 0.004 0.453 0.113 0.004
3-5/8 18 1-5/8 1/2 1.96 1.7 1.202 1.65 1.342 0.772 1.342 0.992 0.373 1.032 0.663 0.024
3-5/8 16 1-5/8 1/2 2.77 2.48 1.941 2.39 2.051 1.432 2.011 1.632 0.953 1.632 1.222 0.513
4 20 1-5/8 1/2 1.40 1.16 0.692 1.15 0.862 0.322 0.892 0.562 0.003 0.642 0.283 0.004
4 18 1-5/8 1/2 2.22 1.97 1.481 1.93 1.62 1.052 1.621 1.272 0.633 1.322 0.932 0.253
4 16 1-5/8 1/2 3.12 2.85 2.32 2.79 2.45 1.832 2.43 2.031 1.332 2.041 1.622 0.863
6 20 1-5/8 1/2 2.09 1.94 1.64 1.96 1.77 1.40 1.81 1.57 1.121 1.63 1.35 0.832
6 18 1-5/8 1/2 3.08 2.93 2.65 2.95 2.77 2.41 2.81 2.58 2.14 2.62 2.35 1.831
6 16 1-5/8 1/2 4.19 4.04 3.74 4.06 3.86 3.48 3.90 3.66 3.19 3.72 3.42 2.86
8 20 1-5/8 1/2 2.13 2.02 1.78 2.04 1.89 1.59 1.93 1.74 1.38 1.80 1.58 1.15
8 18 1-5/8 1/2 3.10 2.99 2.76 3.01 2.86 2.58 2.90 2.72 2.37 2.78 2.56 2.13
8 16 1-5/8 1/2 4.23 4.11 3.88 4.13 3.98 3.69 4.02 3.84 3.47 3.89 3.67 3.23
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.233 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 18 1-5/8 1/2 0.753 0.373 0.004 0.284 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005
3-5/8 16 1-5/8 1/2 1.272 0.863 0.134 0.683 0.264 0.004 0.234 0.004 0.005 0.005 0.005 0.005
4 20 1-5/8 1/2 0.403 0.034 0.004 0.004 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005
4 18 1-5/8 1/2 1.022 0.613 0.004 0.493 0.074 0.004 0.094 0.004 0.005 0.004 0.005 0.005
4 16 1-5/8 1/2 1.672 1.222 0.433 1.013 0.544 0.004 0.484 0.024 0.005 0.094 0.005 0.005
6 20 1-5/8 1/2 1.43 1.121 0.532 1.022 0.642 0.003 0.613 0.184 0.004 0.243 0.004 0.004
6 18 1-5/8 1/2 2.41 2.10 1.501 1.951 1.552 0.823 1.463 1.014 0.194 0.993 0.054 0.004
6 16 1-5/8 1/2 3.48 3.13 2.481 2.93 2.491 1.682 2.342 1.832 0.913 1.752 1.203 0.234
8 20 1-5/8 1/2 1.67 1.41 0.95 1.37 1.02 0.362 1.031 0.602 0.003 0.662 0.163 0.004
8 18 1-5/8 1/2 2.64 2.39 1.88 2.34 1.99 1.321 1.99 1.551 0.722 1.591 1.072 0.093
8 16 1-5/8 1/2 3.75 3.49 3.49 3.43 3.07 2.37 3.06 2.59 1.712 2.63 2.062 1.012
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
16 | Allowable Axial Loads
ALLOWABLE AXIAL LOADS 33 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 33 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 25 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 1.021 0.722 0.163 0.732 0.393 0.003 0.453 0.823 0.004 0.193 0.004 0.004
3-5/8 18 1-5/8 1/2 1.76 1.441 0.852 1.421 1.052 0.383 1.082 0.673 0.004 0.753 0.333 0.004
3-5/8 16 1-5/8 1/2 2.55 2.20 1.562 2.14 1.742 1.002 1.722 1.282 0.493 1.322 0.853 0.034
4 20 1-5/8 1/2 1.22 0.921 0.692 0.932 0.582 0.003 0.642 0.263 0.004 0.373 0.373 0.004
4 18 1-5/8 1/2 2.03 1.72 1.132 1.70 1.332 0.652 1.362 0.952 0.203 1.022 0.583 0.004
4 16 1-5/8 1/2 2.92 2.58 1.951 2.53 2.131 1.392 2.131 1.672 0.843 1.722 1.222 0.343
6 20 1-5/8 1/2 1.98 1.79 1.42 1.82 1.58 1.13 1.63 1.35 0.802 1.42 1.091 0.452
6 18 1-5/8 1/2 2.97 2.79 2.44 2.81 2.59 2.14 2.64 2.36 1.81 2.42 2.08 1.452
6 16 1-5/8 1/2 4.08 3.89 3.52 3.91 3.67 3.20 3.72 3.42 2.84 3.49 3.14 2.451
8 20 1-5/8 1/2 2.05 1.90 1.61 1.93 1.74 1.38 1.79 1.56 1.12 1.64 1.37 0.83
8 18 1-5/8 1/2 3.02 2.87 2.59 2.90 2.72 2.36 2.76 2.54 2.10 2.62 2.35 1.82
8 16 1-5/8 1/2 4.14 4.00 3.71 4.02 3.83 3.47 3.88 3.65 3.20 3.73 3.45 2.91
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.004 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 18 1-5/8 1/2 0.463 0.034 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 16 1-5/8 1/2 0.963 0.484 0.004 0.354 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005
4 20 1-5/8 1/2 0.123 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 18 1-5/8 1/2 0.713 0.243 0.004 0.174 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005
4 16 1-5/8 1/2 1.332 0.813 0.004 0.653 0.114 0.004 0.134 0.004 0.005 0.005 0.005 0.005
6 20 1-5/8 1/2 1.201 0.822 0.113 0.732 0.283 0.004 0.283 0.004 0.004 0.004 0.004 0.005
6 18 1-5/8 1/2 2.17 1.791 1.072 1.652 1.182 0.323 1.123 0.583 0.004 0.623 0.064 0.004
6 16 1-5/8 1/2 3.22 2.80 2.012 2.601 2.082 1.123 1.952 1.363 0.304 1.333 0.704 0.004
8 20 1-5/8 1/2 1.47 1.15 0.531 1.11 0.692 0.002 0.702 0.702 0.003 0.282 0.003 0.004
8 18 1-5/8 1/2 2.45 2.13 1.51 2.08 1.65 0.842 1.651 1.122 0.133 1.202 0.573 0.004
8 16 1-5/8 1/2 3.56 3.23 2.58 3.16 2.72 1.871 2.71 2.141 1.092 2.201 1.532 0.293
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
Allowable Axial Loads | 17
ALLOWABLE AXIAL LOADS 33 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 33 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 30 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.842 0.492 0.003 0.522 0.133 0.004 0.223 0.004 0.004 0.004 0.004 0.005
3-5/8 18 1-5/8 1/2 1.57 1.202 0.512 1.192 0.772 0.013 0.832 0.373 0.004 0.493 0.024 0.004
3-5/8 16 1-5/8 1/2 2.34 1.941 1.192 1.891 1.432 0.603 1.452 0.953 0.064 1.033 0.513 0.004
4 20 1-5/8 1/2 1.041 0.692 0.043 0.322 0.322 0.003 0.412 0.003 0.004 0.123 0.004 0.004
4 18 1-5/8 1/2 1.84 1.481 0.802 1.481 1.052 0.283 1.112 0.633 0.004 0.753 0.253 0.004
4 16 1-5/8 1/2 2.71 2.32 1.582 2.29 1.832 0.972 1.852 1.332 0.393 1.422 0.863 0.004
6 20 1-5/8 1/2 1.87 1.64 1.21 1.68 1.40 0.861 1.46 1.12 0.482 1.221 0.832 0.103
6 18 1-5/8 1/2 2.86 2.65 2.23 2.68 2.41 1.88 2.47 2.14 1.501 2.22 1.831 1.092
6 16 1-5/8 1/2 3.96 3.74 3.29 3.76 3.48 2.92 3.54 3.19 2.50 3.28 2.86 2.052
8 20 1-5/8 1/2 1.96 1.78 1.44 1.81 1.59 1.16 1.65 1.38 0.85 1.47 1.15 0.521
8 18 1-5/8 1/2 2.93 2.76 2.43 2.79 2.58 2.15 2.63 2.37 1.85 2.45 2.13 1.51
8 16 1-5/8 1/2 4.05 3.88 3.54 3.91 3.69 3.25 3.74 3.47 2.94 3.56 3.23 2.59
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.004 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 18 1-5/8 1/2 0.204 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 16 1-5/8 1/2 0.663 0.134 0.004 0.074 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 20 1-5/8 1/2 0.004 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 18 1-5/8 1/2 0.423 0.004 0.004 0.004 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 16 1-5/8 1/2 1.013 0.433 0.004 0.324 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005
6 20 1-5/8 1/2 0.972 0.532 0.003 0.453 0.003 0.004 0.004 0.004 0.005 0.004 0.004 0.005
6 18 1-5/8 1/2 1.941 1.502 0.663 1.362 0.823 0.004 0.793 0.194 0.004 0.284 0.004 0.005
6 16 1-5/8 1/2 2.96 2.481 1.562 2.282 1.682 0.593 1.592 0.913 0.004 0.943 0.234 0.004
8 20 1-5/8 1/2 1.28 0.90 0.172 0.851 0.362 0.003 0.392 0.003 0.004 0.003 0.003 0.004
8 18 1-5/8 1/2 2.26 1.88 1.151 1.82 1.321 0.382 1.332 0.722 0.003 0.812 0.093 0.004
8 16 1-5/8 1/2 3.36 2.97 2.21 2.89 2.37 1.382 2.361 1.712 0.493 1.792 1.012 0.004
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
18 | Allowable Axial Loads
ALLOWABLE AXIAL LOADS 33 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 33 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 35 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.662 0.262 0.003 0.323 0.003 0.004 0.013 0.004 0.004 0.004 0.004 0.005
3-5/8 18 1-5/8 1/2 1.381 0.962 0.203 0.982 0.513 0.004 0.593 0.094 0.004 0.254 0.004 0.004
3-5/8 16 1-5/8 1/2 2.14 1.682 0.842 1.662 1.142 0.213 1.192 0.643 0.004 0.763 0.194 0.004
4 20 1-5/8 1/2 0.861 0.472 0.003 0.512 0.073 0.004 0.183 0.004 0.004 0.004 0.004 0.005
4 18 1-5/8 1/2 1.66 1.242 0.482 1.262 0.782 0.003 0.872 0.343 0.004 0.493 0.004 0.004
4 16 1-5/8 1/2 2.52 2.07 1.232 2.051 1.532 0.583 1.582 1.002 0.003 1.132 0.513 0.004
6 20 1-5/8 1/2 1.75 1.50 1.00 1.54 1.22 0.602 1.29 0.911 0.182 1.021 0.582 0.003
6 18 1-5/8 1/2 2.76 2.51 2.02 2.54 2.23 1.631 2.30 1.92 1.192 2.02 1.572 0.732
6 16 1-5/8 1/2 3.85 3.59 3.08 3.62 3.29 2.65 3.36 2.96 2.171 3.07 2.58 1.672
8 20 1-5/8 1/2 1.87 1.67 1.27 1.70 1.45 0.95 1.52 1.20 0.59 1.31 0.94 0.222
8 18 1-5/8 1/2 2.85 2.65 2.26 2.68 2.43 1.94 2.50 2.19 1.59 2.29 1.92 1.21
8 16 1-5/8 1/2 3.97 3.77 3.37 3.80 3.54 3.04 3.61 3.29 2.67 3.40 3.01 2.27
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 18 1-5/8 1/2 0.004 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 16 1-5/8 1/2 0.394 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 20 1-5/8 1/2 0.004 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 18 1-5/8 1/2 0.154 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 16 1-5/8 1/2 0.713 0.074 0.004 0.024 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005
6 20 1-5/8 1/2 0.742 0.253 0.004 0.193 0.004 0.004 0.004 0.004 0.005 0.004 0.005 0.005
6 18 1-5/8 1/2 1.721 1.212 0.273 1.092 0.483 0.004 0.484 0.004 0.004 0.004 0.004 0.005
6 16 1-5/8 1/2 2.72 2.162 1.132 1.982 1.313 0.093 1.243 0.504 0.004 0.584 0.004 0.005
8 20 1-5/8 1/2 1.09 0.651 0.002 0.602 0.042 0.003 0.092 0.003 0.004 0.003 0.004 0.004
8 18 1-5/8 1/2 2.07 1.64 0.802 1.57 1.002 0.002 1.022 0.332 0.003 0.453 0.003 0.004
8 16 1-5/8 1/2 3.16 2.71 1.83 2.63 2.031 0.902 2.031 1.292 0.003 1.402 0.533 0.004
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
Allowable Axial Loads | 19
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 1.4 1.29 1.072 1.051 0.932 0.713 0.772 0.653 0.434 0.563 0.444 0.234
3-5/8 18 1-5/8 1/2 2.04 1.91 1.681 1.56 1.431 1.182 1.182 1.052 0.813 0.882 0.753 0.524
3-5/8 16 1-5/8 1/2 2.74 2.61 2.38 2.11 1.93 1.732 1.611 1.482 1.233 1.232 1.103 0.874
4 20 1-5/8 1/2 1.69 1.57 1.341 1.3 1.172 0.922 0.982 0.842 0.603 0.722 0.593 0.364
4 18 1-5/8 1/2 2.46 2.32 2.07 1.93 1.78 1.512 1.491 1.342 1.073 1.142 0.992 0.733
4 16 1-5/8 1/2 3.35 3.22 2.96 2.67 2.52 2.241 2.10 1.941 1.652 1.622 1.472 1.193
6 20 1-5/8 1/2 2.72 2.63 2.45 2.49 2.37 2.14 2.2 2.05 1.771 1.86 1.69 1.382
6 18 1-5/8 1/2 3.95 3.86 3.68 3.63 3.50 3.27 3.23 3.08 2.79 2.78 2.61 2.291
6 16 1-5/8 1/2 5.34 5.26 5.09 4.95 4.83 4.61 4.46 4.31 4.02 3.90 3.72 3.39
8 20 1-5/8 1/2 2.8 2.74 2.61 2.72 2.63 2.45 2.62 2.50 2.27 2.5 2.35 2.05
8 18 1-5/8 1/2 3.98 3.91 3.77 3.09 3.79 3.60 3.78 3.65 3.39 3.64 3.47 3.14
8 16 1-5/8 1/2 5.33 5.27 5.15 5.26 5.17 5.00 5.16 5.04 4.81 5.03 4.87 4.57
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
ALLOWABLE AXIAL LOADS 33 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 33 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 40 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.492 0.053 0.004 0.133 0.004 0.004 0.044 0.004 0.005 0.004 0.004 0.005
3-5/8 18 1-5/8 1/2 1.202 0.732 0.003 0.382 0.253 0.004 0.373 0.004 0.004 0.024 0.004 0.005
3-5/8 16 1-5/8 1/2 1.941 1.432 0.513 1.432 0.863 0.004 0.953 0.343 0.004 0.513 0.004 0.004
4 20 1-5/8 1/2 0.692 0.252 0.004 0.322 0.003 0.004 0.003 0.004 0.004 0.004 0.004 0.005
4 18 1-5/8 1/2 1.481 1.022 0.173 1.052 0.532 0.003 0.633 0.063 0.004 0.253 0.004 0.004
4 16 1-5/8 1/2 2.32 1.821 0.902 1.832 1.252 0.203 1.332 0.693 0.004 0.863 0.183 0.004
6 20 1-5/8 1/2 1.64 1.35 0.791 1.40 1.04 0.342 1.121 0.692 0.003 0.832 0.332 0.003
6 18 1-5/8 1/2 2.65 2.37 1.82 2.41 2.06 1.371 2.14 1.711 0.892 1.831 1.332 0.393
6 16 1-5/8 1/2 3.74 3.44 2.86 3.48 3.10 2.38 3.19 2.73 1.852 2.86 2.311 1.292
8 20 1-5/8 1/2 1.78 1.55 1.10 1.59 1.30 0.73 1.38 1.03 0.341 1.15 0.73 0.002
8 18 1-5/8 1/2 2.76 2.54 2.09 2.58 2.29 1.73 2.37 2.02 1.33 2.13 1.72 0.901
8 16 1-5/8 1/2 3.97 3.77 3.37 3.80 3.54 3.04 3.61 3.29 2.67 3.23 2.80 1.96
20 | Allowable Axial Loads
ALLOWABLE AXIAL LOADS 50 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 33 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 5 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 2.18 2.11 1.98 2.00 1.92 1.76 1.81 1.71 1.53 1.60 1.49 1.291
3-5/8 18 1-5/8 1/2 3.05 2.98 2.85 2.83 2.74 2.57 2.57 2.47 2.27 2.30 2.19 1.97
3-5/8 16 1-5/8 1/2 4.07 4.00 3.86 3.78 3.69 3.53 3.46 3.36 3.16 3.17 2.98 2.76
4 20 1-5/8 1/2 2.42 2.36 2.23 2.26 2.18 2.03 2.09 1.99 1.80 1.89 1.78 1.57
4 18 1-5/8 1/2 3.39 3.33 3.19 3.19 3.11 2.95 2.97 2.87 2.67 2.72 2.60 2.37
4 16 1-5/8 1/2 4.54 4.47 4.34 4.29 4.21 4.04 4.01 3.90 3.71 3.69 3.57 3.34
6 20 1-5/8 1/2 2.98 2.94 2.86 2.94 2.89 2.80 2.89 2.83 2.71 2.81 2.74 2.59
6 18 1-5/8 1/2 4.25 4.22 4.14 4.22 4.17 4.08 4.18 4.12 4.00 4.07 4.00 3.85
6 16 1-5/8 1/2 5.62 5.59 5.52 5.59 5.55 5.46 5.56 5.50 5.39 5.49 5.42 5.28
8 20 1-5/8 1/2 2.92 2.89 2.83 2.89 2.86 2.79 2.87 2.82 2.74 2.84 2.78 2.68
8 18 1-5/8 1/2 4.11 4.08 4.02 4.08 4.05 3.98 4.06 4.01 3.93 4.01 3.96 3.84
8 16 1-5/8 1/2 5.44 4.52 5.37 5.42 5.39 5.32 5.40 5.35 5.27 5.37 5.32 5.22
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 1.4 1.29 1.072 1.051 0.932 0.713 0.772 0.653 0.434 0.563 0.444 0.234
3-5/8 18 1-5/8 1/2 2.04 1.91 1.681 1.56 1.431 1.182 1.182 1.052 0.813 0.882 0.753 0.524
3-5/8 16 1-5/8 1/2 2.74 2.61 2.38 2.11 1.93 1.732 1.611 1.482 1.233 1.232 1.103 0.874
4 20 1-5/8 1/2 1.69 1.57 1.341 1.3 1.172 0.922 0.982 0.842 0.603 0.722 0.593 0.364
4 18 1-5/8 1/2 2.46 2.32 2.07 1.93 1.78 1.512 1.491 1.342 1.073 1.142 0.992 0.733
4 16 1-5/8 1/2 3.35 3.22 2.96 2.67 2.52 2.241 2.10 1.941 1.652 1.622 1.472 1.193
6 20 1-5/8 1/2 2.72 2.63 2.45 2.49 2.37 2.14 2.2 2.05 1.771 1.86 1.69 1.382
6 18 1-5/8 1/2 3.95 3.86 3.68 3.63 3.50 3.27 3.23 3.08 2.79 2.78 2.61 2.291
6 16 1-5/8 1/2 5.34 5.26 5.09 4.95 4.83 4.61 4.46 4.31 4.02 3.90 3.72 3.39
8 20 1-5/8 1/2 2.8 2.74 2.61 2.72 2.63 2.45 2.62 2.50 2.27 2.5 2.35 2.05
8 18 1-5/8 1/2 3.98 3.91 3.77 3.09 3.79 3.60 3.78 3.65 3.39 3.64 3.47 3.14
8 16 1-5/8 1/2 5.33 5.27 5.15 5.26 5.17 5.00 5.16 5.04 4.81 5.03 4.87 4.57
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
Allowable Axial Loads | 21
ALLOWABLE AXIAL LOADS 50 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 33 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 15 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 1.79 1.61 1.272 1.53 1.322 0.932 1.272 1.042 0.623 1.022 0.773 0.344
3-5/8 18 1-5/8 1/2 2.65 2.46 2.09 2.33 2.1 1.682 2 1.752 1.292 1.672 1.402 0.923
3-5/8 16 1-5/8 1/2 3.67 3.48 3.11 3.29 3.06 2.631 2.88 2.621 2.152 2.481 2.182 1.683
4 20 1-5/8 1/2 2.04 1.87 1.521 1.8 1.59 1.192 1.54 1.302 0.862 1.282 1.022 0.553
4 18 1-5/8 1/2 3.00 2.81 2.45 2.71 2.48 2.051 2.39 2.131 1.642 2.061 1.772 1.253
4 16 1-5/8 1/2 4.15 3.97 3.61 3.81 3.58 3.15 3.42 3.16 2.662 3.02 2.721 2.182
6 20 1-5/8 1/2 2.75 2.64 2.42 2.65 2.51 2.23 2.53 2.35 2.01 2.37 2.16 1.761
6 18 1-5/8 1/2 4.03 3.92 3.71 3.93 3.79 3.52 3.82 3.64 3.30 3.64 3.42 3.01
6 16 1-5/8 1/2 5.42 5.32 5.12 5.33 5.20 4.94 5.22 5.05 4.73 5.08 4.87 4.48
8 20 1-5/8 1/2 2.75 2.67 2.51 2.68 2.58 2.37 2.61 2.48 2.22 2.52 2.36 2.05
8 18 1-5/8 1/2 3.92 3.84 3.66 3.85 3.74 3.52 3.77 3.63 3.35 3.67 3.50 3.17
8 16 1-5/8 1/2 5.29 5.21 5.06 5.23 5.13 4.93 5.15 5.03 4.79 5.07 4.92 4.62
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.793 0.543 0.114 0.424 0.184 0.005 0.164 0.005 0.005 0.005 0.005 0.005
3-5/8 18 1-5/8 1/2 1.372 1.093 0.604 0.873 0.594 0.124 0.504 0.244 0.005 0.234 0.005 0.005
3-5/8 16 1-5/8 1/2 2.062 1.782 1.273 1.403 1.123 0.634 0.924 0.654 0.195 0.584 0.325 0.005
4 20 1-5/8 1/2 1.042 0.763 0.284 0.613 0.334 0.004 0.294 0.024 0.005 0.064 0.005 0.005
4 18 1-5/8 1/2 1.742 1.442 0.903 1.163 0.853 0.314 0.724 0.424 0.005 0.404 0.114 0.005
4 16 1-5/8 1/2 2.621 2.302 1.733 1.872 1.543 0.974 1.293 0.974 0.424 0.844 0.544 0.035
6 20 1-5/8 1/2 2.20 1.95 1.492 1.811 1.502 0.943 1.392 1.043 0.424 0.983 0.613 0.004
6 18 1-5/8 1/2 3.42 3.18 2.701 2.94 2.621 2.032 2.392 2.032 1.373 1.862 1.473 0.794
6 16 1-5/8 1/2 4.84 4.60 4.14 4.28 3.96 3.372 3.62 3.252 2.582 2.952 2.552 1.843
8 20 1-5/8 1/2 2.42 2.23 1.87 2.19 1.94 1.451 1.93 1.601 0.992 1.631 1.242 0.523
8 18 1-5/8 1/2 3.56 3.36 2.96 3.31 3.03 2.50 3.01 2.65 1.972 2.67 2.236 1.412
8 16 1-5/8 1/2 4.97 4.79 4.44 4.74 4.50 4.01 4.47 4.14 3.511 4.14 3.72 2.952
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
22 | Allowable Axial Loads
ALLOWABLE AXIAL LOADS 50 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 50 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 20 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 1.61 1.381 0.952 1.322 1.062 0.583 1.042 0.753 0.244 0.773 0.483 0.004
3-5/8 18 1-5/8 1/2 2.46 2.21 1.752 2.10 1.822 1.302 1.752 1.432 0.873 1.402 1.073 0.504
3-5/8 16 1-5/8 1/2 3.48 3.23 2.771 3.06 2.771 2.232 2.621 2.302 1.713 2.182 1.842 1.243
4 20 1-5/8 1/2 1.87 1.64 1.202 1.59 1.322 0.822 1.302 1.002 0.453 1.022 0.703 0.134
4 18 1-5/8 1/2 2.81 2.57 2.111 2.48 2.19 1.652 2.131 1.802 1.203 1.772 1.422 0.793
4 16 1-5/8 1/2 3.97 3.73 3.27 3.58 3.29 2.742 3.16 2.821 2.212 2.721 2.362 1.693
6 20 1-5/8 1/2 2.64 2.49 2.20 2.51 2.32 1.96 2.35 2.12 1.681 2.16 1.89 1.372
6 18 1-5/8 1/2 3.92 3.78 3.50 3.79 3.61 3.25 3.64 3.41 2.96 3.42 3.15 2.621
6 16 1-5/8 1/2 5.32 5.19 4.92 5.20 5.03 4.69 5.05 4.84 4.41 4.87 4.61 4.09
8 20 1-5/8 1/2 2.67 2.56 2.35 2.58 2.44 2.17 2.48 2.31 1.97 2.36 2.15 1.75
8 18 1-5/8 1/2 3.84 3.72 3.49 3.74 3.59 3.30 3.63 3.44 3.08 3.50 3.28 2.84
8 16 1-5/8 1/2 5.21 5.11 4.91 5.13 5.00 4.74 5.03 4.87 4.55 4.92 4.72 4.33
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.543 0.244 0.004 0.184 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 18 1-5/8 1/2 1.093 0.763 0.184 0.594 0.274 0.005 0.244 0.005 0.005 0.005 0.005 0.005
3-5/8 16 1-5/8 1/2 1.782 1.433 0.824 1.123 0.784 0.204 0.654 0.334 0.005 0.325 0.035 0.005
4 20 1-5/8 1/2 0.763 0.434 0.004 0.334 0.004 0.005 0.024 0.005 0.005 0.005 0.005 0.005
4 18 1-5/8 1/2 1.442 1.073 0.424 0.853 0.484 0.004 0.424 0.064 0.005 0.114 0.005 0.005
4 16 1-5/8 1/2 2.302 1.912 1.233 1.543 1.154 0.474 0.974 0.594 0.005 0.544 0.195 0.005
6 20 1-5/8 1/2 1.95 1.647 1.052 1.502 1.1252 0.433 1.043 0.623 0.002 0.613 0.184 0.004
6 18 1-5/8 1/2 3.18 2.86 2.2501 2.621 2.222 1.493 2.032 1.583 0.794 1.473 1.014 0.194
6 16 1-5/8 1/2 4.60 4.29 3.691 3.96 3.561 2.832 3.252 2.802 1.973 2.552 2.063 1.214
8 20 1-5/8 1/2 2.23 1.99 1.51 1.94 1.611 0.982 1.601 1.192 0.423 1.242 0.753 0.004
8 18 1-5/8 1/2 3.36 3.09 2.57 3.03 2.67 1.981 2.65 2.191 1.332 2.231 1.682 0.673
8 16 1-5/8 1/2 4.79 4.56 4.09 4.50 4.17 3.54 4.14 3.72 2.912 3.72 3.202 2.232
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
Allowable Axial Loads | 23
ALLOWABLE AXIAL LOADS 50 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 50 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 25 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 1.431 1.162 0.653 1.122 0.813 0.253 0.823 0.493 0.004 0.553 0.214 0.004
3-5/8 18 1-5/8 1/2 2.27 1.981 1.432 1.891 1.552 0.943 1.512 1.143 0.494 1.153 0.773 0.114
3-5/8 16 1-5/8 1/2 3.29 3.09 2.442 2.84 2.492 1.862 2.382 2.002 1.323 1.922 1.533 0.834
4 20 1-5/8 1/2 1.69 1.411 0.892 1.382 1.062 0.473 1.072 0.723 0.084 0.783 0.403 0.004
4 18 1-5/8 1/2 2.63 2.34 1.782 2.26 1.922 1.282 1.882 1.492 0.803 1.512 1.093 0.364
4 16 1-5/8 1/2 3.79 3.49 2.941 3.36 3.011 2.352 2.901 2.512 1.783 2.452 2.022 1.253
6 20 1-5/8 1/2 2.53 2.35 1.99 2.37 2.14 1.69 2.18 1.90 1.362 1.96 1.631 1.002
6 18 1-5/8 1/2 3.82 3.64 3.28 3.66 3.43 2.98 3.47 3.19 2.64 3.22 2.88 2.242
6 16 1-5/8 1/2 5.22 5.05 4.73 5.07 4.86 4.44 4.89 4.62 4.10 4.67 4.35 3.721
8 20 1-5/8 1/2 2.59 2.45 2.19 2.48 2.31 1.97 2.35 2.14 1.72 2.21 1.95 1.45
8 18 1-5/8 1/2 3.75 3.61 3.32 3.63 3.44 3.08 3.49 3.26 2.81 3.33 3.06 2.51
8 16 1-5/8 1/2 5.14 5.01 4.76 5.03 4.87 4.55 4.91 4.71 4.31 4.77 4.53 4.04
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.314 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 18 1-5/8 1/2 0.843 0.464 0.004 0.344 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 16 1-5/8 1/2 1.413 0.994 0.264 0.764 0.364 0.005 0.314 0.005 0.005 0.015 0.005 0.005
4 20 1-5/8 1/2 0.513 0.134 0.004 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 18 1-5/8 1/2 1.153 0.733 0.004 0.574 0.154 0.005 0.154 0.005 0.005 0.005 0.005 0.005
4 16 1-5/8 1/2 2.012 1.563 0.774 1.243 0.804 0.034 0.684 0.254 0.005 0.285 0.005 0.005
6 20 1-5/8 1/2 1.721 1.346 0.643 1.212 0.763 0.002 0.723 0.234 0.002 0.284 0.004 0.005
6 18 1-5/8 1/2 2.93 2.551 1.822 2.322 1.852 0.993 1.693 1.173 0.254 1.123 0.584 0.004
6 16 1-5/8 1/2 4.36 3.99 3.272 3.661 3.192 2.323 2.912 2.373 1.424 2.183 1.624 0.644
8 20 1-5/8 1/2 2.05 1.75 1.161 1.69 1.292 0.542 1.292 0.802 0.003 0.873 0.293 0.004
8 18 1-5/8 1/2 3.16 2.83 2.19 2.76 2.32 1.482 2.311 1.752 0.733 1.812 1.163 0.004
8 16 1-5/8 1/2 4.61 4.32 3.75 4.25 3.85 3.081 3.82 3.311 2.342 3.331 2.712 1.563
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
24 | Allowable Axial Loads
ALLOWABLE AXIAL LOADS 50 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 50 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 30 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 1.272 0.952 0.363 0.932 0.583 0.004 0.623 0.244 0.004 0.344 0.004 0.005
3-5/8 18 1-5/8 1/2 2.09 1.752 1.122 1.682 1.302 0.603 1.292 0.873 0.144 0.923 0.504 0.004
3-5/8 16 1-5/8 1/2 3.11 2.771 2.122 2.631 2.232 1.513 2.152 1.713 0.954 1.683 1.243 0.464
4 20 1-5/8 1/2 1.521 1.202 0.603 1.192 0.822 0.153 0.862 0.453 0.004 0.553 0.134 0.004
4 18 1-5/8 1/2 2.45 2.111 1.472 2.051 1.652 0.923 1.642 1.203 0.424 1.253 0.793 0.004
4 16 1-5/8 1/2 3.61 3.27 2.622 3.15 2.742 1.992 2.662 2.212 1.383 2.182 1.693 0.834
6 20 1-5/8 1/2 2.42 2.20 1.78 2.23 1.96 1.431 2.01 1.681 1.052 1.761 1.372 0.653
6 18 1-5/8 1/2 3.71 3.50 3.08 3.52 3.25 2.72 3.30 2.96 2.321 3.01 2.621 1.872
6 16 1-5/8 1/2 5.12 4.92 4.53 4.94 4.69 4.19 4.73 4.41 3.80 4.48 4.09 3.362
8 20 1-5/8 1/2 2.51 2.35 2.03 2.37 2.17 1.77 2.22 1.97 1.47 2.05 1.75 1.161
8 18 1-5/8 1/2 3.66 3.49 3.15 3.52 3.30 2.86 3.35 3.08 2.54 3.17 2.84 2.19
8 16 1-5/8 1/2 5.06 4.91 4.61 4.93 4.74 4.36 4.79 4.55 4.08 4.62 4.33 3.76
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.114 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 18 1-5/8 1/2 0.604 0.184 0.005 0.124 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 16 1-5/8 1/2 1.273 0.824 0.054 0.634 0.204 0.005 0.195 0.005 0.005 0.005 0.005 0.005
4 20 1-5/8 1/2 0.284 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 18 1-5/8 1/2 0.903 0.424 0.004 0.314 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 16 1-5/8 1/2 1.733 1.233 0.354 0.974 0.474 0.005 0.424 0.005 0.005 0.035 0.005 0.005
6 20 1-5/8 1/2 1.492 1.052 0.253 0.943 0.433 0.004 0.424 0.004 0.005 0.004 0.004 0.006
6 18 1-5/8 1/2 2.701 2.252 1.413 2.032 1.493 0.524 1.373 0.794 0.004 0.794 0.194 0.005
6 16 1-5/8 1/2 4.14 3.691 2.862 3.372 2.832 1.843 2.582 1.973 0.904 1.843 1.214 0.124
8 20 1-5/8 1/2 1.87 1.51 0.822 1.451 0.982 0.113 0.992 0.423 0.004 0.523 0.003 0.004
8 18 1-5/8 1/2 2.96 2.57 1.821 2.50 1.981 1.002 1.972 1.332 0.163 1.412 0.673 0.004
8 16 1-5/8 1/2 4.44 4.09 3.41 4.01 3.54 2.642 3.511 2.912 1.803 2.952 2.232 0.933
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
Allowable Axial Loads | 25
ALLOWABLE AXIAL LOADS 50 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 50 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 35 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 1.102 0.752 0.093 0.753 0.363 0.004 0.433 0.014 0.004 0.144 0.004 0.005
3-5/8 18 1-5/8 1/2 1.921 1.532 0.833 1.492 1.053 0.284 1.073 0.624 0.004 0.704 0.234 0.005
3-5/8 16 1-5/8 1/2 2.94 2.552 1.822 2.432 1.982 1.183 1.932 1.453 0.604 1.453 0.964 0.114
4 20 1-5/8 1/2 1.361 0.992 0.323 1.002 0.583 0.004 0.653 0.204 0.004 0.334 0.004 0.005
4 18 1-5/8 1/2 2.28 1.892 1.172 1.852 1.402 0.593 1.422 0.933 0.064 1.013 0.504 0.004
4 16 1-5/8 1/2 3.44 3.04 2.312 2.941 2.482 1.643 2.432 1.922 1.013 1.932 1.393 0.444
6 20 1-5/8 1/2 2.31 2.06 1.57 2.09 1.78 1.182 1.84 1.461 0.752 1.567 1.122 0.313
6 18 1-5/8 1/2 3.60 3.35 2.87 3.38 3.07 2.461 3.13 2.75 2.012 2.81 2.362 1.522
6 16 1-5/8 1/2 5.02 4.79 4.34 4.81 4.52 3.94 4.57 4.21 3.501 4.28 3.85 3.012
8 20 1-5/8 1/2 2.43 2.24 1.87 2.27 2.03 1.57 2.09 1.80 1.23 1.90 1.55 0.872
8 18 1-5/8 1/2 3.58 3.38 2.98 3.41 3.15 2.65 3.22 2.90 2.28 3.00 2.62 1.88
8 16 1-5/8 1/2 4.99 4.81 4.46 4.84 4.62 4.17 4.67 4.39 3.84 4.48 4.14 3.48
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 18 1-5/8 1/2 0.394 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 16 1-5/8 1/2 1.044 0.554 0.005 0.414 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 20 1-5/8 1/2 0.064 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 18 1-5/8 1/2 0.654 0.134 0.005 0.074 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 16 1-5/8 1/2 1.473 0.924 0.004 0.714 0.174 0.005 0.174 0.005 0.005 0.005 0.005 0.005
6 20 1-5/8 1/2 1.272 0.783 0.004 0.683 0.114 0.004 0.144 0.004 0.005 0.004 0.005 0.005
6 18 1-5/8 1/2 2.471 1.962 1.023 1.762 1.163 0.084 1.074 0.434 0.004 0.484 0.004 0.005
6 16 1-5/8 1/2 3.91 3.412 2.462 3.102 2.483 1.383 2.273 1.604 0.414 1.524 0.834 0.005
8 20 1-5/8 1/2 1.69 1.281 0.492 1.212 0.682 0.003 0.702 0.063 0.004 0.183 0.004 0.004
8 18 1-5/8 1/2 2.77 2.32 1.452 2.24 1.652 0.542 1.652 0.932 0.003 1.033 0.203 0.004
8 16 1-5/8 1/2 4.26 3.86 3.08 3.77 3.241 2.212 3.211 2.532 1.273 2.592 1.783 0.334
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
26 | Allowable Axial Loads
ALLOWABLE AXIAL LOADS 50 ksi
Notes: 1. Allowable loads based on weak axis and torsional horizontal mechanical bracing at 48” o.c. maximum for axial load calculations and continuous support of each flange for flexural calculation. 2. Allowable axial load in in kips/stud (1 kip = 1000 lbs). 3. Allowable Axial load are based on steel with Fy = 50 ksi. 4. Check lateral end reactions for web crippling. 5. The allowable loads do not include the effects of the gypsum board. 6. Deflections due to lateral loads do not exceed L/720 unless as noted by the following superscripts: 1 - Deflection exceeds L/720 2 - Deflection exceeds L/600 3 - Deflection exceeds L/360 4 - Deflection exceeds L/240 5 - Deflection exceeds L/120
LATERIAL LOAD = 40 PSFWall Height - 8 ft Wall Height - 9 ft Wall Height - 10 ft Wall Height - 11 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.952 0.553 0.004 0.583 0.144 0.004 0.244 0.004 0.005 0.004 0.004 0.005
3-5/8 18 1-5/8 1/2 1.752 1.322 0.543 1.302 0.823 0.004 0.873 0.374 0.004 0.504 0.004 0.005
3-5/8 16 1-5/8 1/2 2.771 2.332 1.533 2.232 1.743 0.864 1.713 1.193 0.274 1.243 0.704 0.004
4 20 1-5/8 1/2 1.202 0.792 0.054 0.822 0.363 0.004 0.453 0.004 0.004 0.134 0.004 0.005
4 18 1-5/8 1/2 2.111 1.682 0.883 1.652 1.162 0.263 1.203 0.673 0.004 0.793 0.234 0.004
4 16 1-5/8 1/2 3.27 2.831 2.012 2.742 2.232 1.303 2.212 1.653 0.654 1.693 1.113 0.074
6 20 1-5/8 1/2 2.2 1.92 1.371 1.96 1.60 0.922 1.681 1.252 0.453 1.372 0.882 0.003
6 18 1-5/8 1/2 3.50 3.21 2.67 3.25 2.89 2.211 2.96 2.531 1.712 2.621 2.122 1.173
6 16 1-5/8 1/2 4.92 4.66 4.15 4.69 4.35 3.70 4.41 4.00 3.212 4.09 3.601 2.672
8 20 1-5/8 1/2 2.35 2.13 1.71 2.17 1.9 1.37 1.97 1.64 0.991 1.75 1.35 0.592
8 18 1-5/8 1/2 3.49 3.26 2.81 3.30 3.01 2.43 3.08 2.72 2.02 2.84 2.41 1.571
8 16 1-5/8 1/2 4.91 4.71 4.31 4.74 4.49 3.98 4.55 4.23 3.61 4.33 3.95 3.20
Wall Height - 12 ft Wall Height - 14 ft Wall Height - 16 ft Wall Height - 18 ft
WEB
GAUG
E
FLAN
GE
LIP Spacing Spacing Spacing Spacing
(in) (in) (in) 12 16 24 12 16 24 12 16 24 12 16 24
3-5/8 20 1-5/8 1/2 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 18 1-5/8 1/2 0.184 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
3-5/8 16 1-5/8 1/2 0.824 0.304 0.005 0.204 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 20 1-5/8 1/2 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 18 1-5/8 1/2 0.424 0.004 0.005 0.004 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
4 16 1-5/8 1/2 1.233 0.634 0.004 0.474 0.005 0.005 0.005 0.005 0.005 0.005 0.005 0.005
6 20 1-5/8 1/2 1.052 0.513 0.004 0.433 0.004 0.004 0.004 0.004 0.001 0.004 0.005 0.005
6 18 1-5/8 1/2 2.252 1.682 0.643 1.493 0.833 0.004 0.794 0.084 0.005 0.194 0.005 0.005
6 16 1-5/8 1/2 3.691 3.132 2.083 2.832 2.153 0.944 1.973 1.244 0.004 1.214 0.464 0.005
8 20 1-5/8 1/2 1.51 1.052 0.162 0.982 0.393 0.004 0.423 0.004 0.004 0.004 0.004 0.005
8 18 1-5/8 1/2 2.57 2.07 1.092 1.981 1.322 0.093 1.332 0.533 0.004 0.673 0.004 0.004
8 16 1-5/8 1/2 4.09 3.64 2.761 3.54 2.941 1.792 2.912 2.162 0.773 2.232 1.353 0.004
1 - Deflection exceeds L/7202 - Deflection exceeds L/6003 - Deflection exceeds L/3604 - Deflection exceeds L/2405 - Deflection exceeds L/120
JOIS
T:
Joist | 27
Not
es:
1. T
he S
ectio
n Pr
oper
ties
are
prep
ared
bas
ed o
n th
e No
rth
Amer
ica
Spec
ifica
tion
for
the
Desi
gn o
f Col
d Fo
rmed
Ste
el S
truc
tura
l mem
bers
, 200
1 Ed
ition
2. E
ffect
ive
prop
ertie
s in
corp
orat
e th
e st
reng
th in
crea
se fr
om th
e co
ld w
ork
of fo
rmin
g as
app
licab
le p
er A
ISI A
7.2
3. G
ross
pro
pert
ies
are
base
d on
full
rein
forc
ed c
ross
sec
tion
of s
tuds
and
jois
ts, a
way
from
the
punc
h ou
ts.
4. F
or c
ompo
nent
s w
here
the
web
dep
th is
follo
wed
by
*, w
ed h
eigh
t to
thic
knes
s ra
tio (h
/t)
exce
eds
200.
Com
pone
nts
requ
ire w
eb s
tiffe
ners
at s
uppo
rt a
nd c
once
ntra
ted
load
s.5.
For
def
lect
ion
calc
ulat
ions
, use
the
effe
ctiv
e m
omen
t of i
nert
ia.
JOIS
T TR
ACK
Phys
ical
Gros
sEf
fect
ive
33ks
iEf
fect
ive
50ks
iTo
rsio
nal
WEB
GAUGE
FLANGE
LIP
Area
Wei
ght
Ixx
Sxx
RxIy
yRy
Ixx
Sxx
Ma
VaYc
gYc
gSx
xM
aVa
Ycg
Jx10
00Cw
XoRo
b
(in)
(in)
(in)
(in)
(in2)
(lb/ft
)(in
4)(in
3)(in
)(in
4)(in
4)(in
3)(in
-k)
(lb)
(lb)
(in)
(in4)
(in3)
(in-k
)(lb
)(in
)(in
4)(in
6)(in
)(in
)
616
1.25
N/A
0.48
01.
632.
344
0.75
62.
209
0.05
40.
335
2.29
40.
685
13.5
326
173.
202
2.21
00.
653
19.5
526
173.
250
0.51
30.
383
-0.5
162.
293
0.94
9
614
1.25
N/A
0.60
52.
062.
969
0.95
02.
215
0.06
70.
332
2.96
90.
916
18.0
944
423.
164
2.93
00.
874
26.1
752
513.
211
1.02
50.
481
-0.5
122.
298
0.95
0
612
1.25
N/A
0.86
22.
934.
281
1.34
72.
228
0.09
20.
326
4.28
11.
347
30.4
378
503.
178
4.28
11.
347
40.3
311
124
3.17
82.
973
0.68
1-0
.504
2.30
80.
952
610
1.25
N/A
1.05
23.
585.
268
1.63
72.
237
0.10
90.
321
5.26
81.
637
37.9
495
313.
217
5.26
81.
637
56.3
214
441
3.21
75.
411
0.82
7-0
.499
2.31
50.
954
616
1.5
N/A
0.50
91.
732.
611
0.84
32.
266
0.09
10.
422
2.46
40.
714
14.1
126
173.
274
2.37
40.
678
20.3
026
173.
327
0.54
30.
630
-0.6
842.
404
0.91
9
614
1.5
N/A
0.64
12.
183.
309
1.05
92.
273
0.11
30.
419
3.26
20.
963
19.0
344
423.
227
3.15
40.
913
27.3
452
513.
282
1.08
60.
794
-0.6
802.
409
0.92
0
612
1.5
N/A
0.91
33.
114.
778
1.50
42.
288
0.15
60.
413
4.77
81.
504
29.7
178
503.
178
4.77
81.
444
43.2
311
124
3.22
23.
148
1.13
1-0
.672
2.42
00.
923
610
1.5
N/A
1.11
43.
795.
886
1.82
92.
298
0.18
60.
409
5.88
61.
829
41.4
195
313.
217
5.88
61.
829
61.6
414
441
3.21
75.
730
1.37
9-0
.666
2.42
70.
925
816
1.25
N/A
0.59
42.
024.
745
1.15
82.
827
0.05
70.
309
4.65
31.
065
21.0
419
564.
208
4.54
80.
961
28.7
819
564.
367
0.63
40.
734
-0.4
382.
878
0.97
7
814
1.25
N/A
0.74
82.
545.
998
1.45
42.
833
0.07
00.
306
5.99
81.
409
27.8
539
204.
166
5.92
51.
355
40.5
839
204.
217
1.26
70.
919
-0.4
342.
882
0.97
7
812
1.25
N/A
1.06
63.
638.
613
2.06
22.
843
0.09
60.
301
8.61
32.
062
46.5
790
374.
178
8.61
32.
062
61.7
211
124
4.17
83.
674
1.29
3-0
.427
2.89
10.
978
810
1.25
N/A
1.30
14.
4310
.569
2.50
62.
850
0.11
40.
297
10.5
692.
506
58.0
812
810
4.21
710
.569
2.50
686
.21
1659
14.
217
6.68
81.
562
-0.4
222.
897
0.97
9
816
1.5
N/A
0.62
22.
125.
214
1.27
22.
896
0.09
60.
393
4.95
21.
106
21.8
519
564.
287
4.83
50.
963
28.8
319
564.
509
0.66
41.
213
-0.5
872.
980
0.96
1
Jois
t Tra
ck (J
T)Jo
ist S
tud
(JS)
JOIS
T:
SE
CT
ION
PR
OP
ER
TIE
S
6” - 1
4”6” -
14”
28 | Joist
814
1.5
N/A
0.78
32.
676.
594
1.59
92.
902
0.11
90.
390
6.50
61.
474
29.1
339
204.
234
6.31
71.
410
42.2
039
204.
294
1.32
71.
522
-0.5
832.
985
0.96
2
812
1.5
N/A
1.11
63.
809.
479
2.26
92.
914
0.16
50.
384
9.47
92.
269
44.8
390
374.
178
9.47
92.
192
65.6
211
124
4.22
53.
849
2.15
5-0
.576
2.99
50.
963
810
1.5
N/A
1.36
34.
6411
.641
2.76
02.
923
0.19
70.
380
11.6
412.
760
62.4
812
810
4.21
711
.641
2.76
093
.00
1659
14.
217
7.00
82.
615
-0.5
703.
002
0.96
4
1016
1.25
N/A
0.70
72.
418.
333
1.63
43.
434
0.05
90.
288
8.21
31.
443
28.5
115
615.
322
8.11
61.
155
34.5
815
615.
785
0.75
51.
212
-0.3
803.
467
0.98
8
1014
1.25
N/A
0.89
03.
0310
.522
2.05
33.
438
0.07
30.
286
10.5
221.
998
39.4
831
285.
168
10.4
161.
897
56.7
931
285.
259
1.50
81.
514
-0.3
773.
470
0.98
8
1012
1.25
N/A
1.26
94.
3215
.077
2.91
23.
447
0.10
00.
280
15.0
772.
912
65.7
790
375.
178
15.0
772.
912
87.1
891
195.
178
4.37
52.
121
-0.3
713.
478
0.98
9
1010
1.25
N/A
1.54
95.
2718
.471
3.54
03.
453
0.11
80.
276
18.4
713.
540
82.0
513
479
5.21
718
.471
3.54
012
1.79
1659
15.
271
7.96
62.
556
-0.3
663.
483
0.98
9
1016
1.5
N/A
0.73
52.
509.
061
1.77
73.
511
0.10
00.
368
8.70
31.
451
28.6
815
615.
467
8.57
51.
168
34.9
615
615.
926
0.78
52.
011
-0.5
153.
567
0.97
9
1014
1.5
N/A
0.92
63.
1511
.445
2.23
33.
516
0.12
40.
366
11.3
032.
081
41.1
231
285.
240
11.0
481.
908
57.1
331
285.
404
1.56
92.
519
-0.5
113.
572
0.98
0
1012
1.5
N/A
1.32
04.
4916
.413
3.17
03.
526
0.17
10.
360
16.4
133.
170
62.6
490
375.
178
16.4
133.
075
92.0
791
195.
228
4.55
03.
551
-0.5
043.
580
0.98
0
1010
1.5
N/A
1.61
15.
4820
.121
3.85
73.
534
0.20
40.
356
20.1
213.
857
57.3
013
479
5.21
720
.121
3.85
712
9.95
1659
15.
217
8.28
54.
297
-0.4
993.
587
0.98
1
12*
161.
25N/
A0.
820
2.79
13.3
352.
186
4.03
30.
060
0.27
113
.267
1.66
232
.85
1299
6.74
813
.117
1.36
240
.79
1299
7.24
60.
876
1.82
0-0
.337
4.05
60.
993
1214
1.25
N/A
1.03
33.
5116
.826
2.74
74.
036
0.07
40.
268
16.8
262.
682
52.9
926
026.
169
16.8
012.
176
65.1
526
026.
678
1.75
02.
271
-0.3
344.
059
0.99
3
1212
1.25
N/A
1.47
25.
0124
.078
3.89
74.
044
0.10
20.
263
24.0
783.
897
88.0
375
796.
178
24.0
783.
897
116.
6975
796.
178
5.07
63.
173
-0.3
284.
066
0.99
4
1210
1.25
N/A
1.79
86.
1229
.472
4.74
04.
049
0.12
10.
259
29.4
724.
740
109.
8613
479
6.21
729
.472
4.74
016
3.07
1384
46.
217
9.24
33.
815
-0.3
234.
070
0.99
4
12*
161.
5N/
A0.
848
2.89
14.3
782.
357
4.11
70.
103
0.34
813
.993
1.68
533
.30
1299
6.88
813
.796
1.38
241
.37
1299
7.38
60.
906
3.03
2-0
.459
4.15
70.
988
1214
1.5
N/A
1.06
83.
6418
.148
2.96
34.
121
0.12
70.
345
17.9
392.
783
54.9
926
026.
244
17.7
402.
207
66.0
926
026.
816
1.81
03.
793
-0.4
564.
161
0.98
8
1212
1.5
N/A
1.52
35.
1825
.987
4.20
64.
130
0.17
60.
340
25.9
874.
206
83.1
275
796.
178
25.9
874.
095
122.
5975
796.
229
5.25
25.
331
-0.4
494.
169
0.98
8
1210
1.5
N/A
1.86
06.
3331
.825
5.11
94.
137
0.21
00.
336
31.8
255.
119
115.
8613
479
6.21
731
.825
5.11
917
2.47
1384
46.
217
9.56
26.
440
-0.4
444.
174
0.98
9
14*
161.
25N/
A0.
933
3.18
19.9
772.
814
4.62
70.
061
0.25
619
.977
1.90
137
.56
1112
8.20
818
.919
1.57
747
.21
1112
8.73
90.
997
2.56
1-0
.302
4.64
40.
996
1414
1.25
N/A
1.17
54.
0025
.196
3.53
64.
630
0.07
60.
254
25.1
963.
056
60.3
922
277.
528
25.1
962.
482
74.3
122
278.
131
1.99
23.
191
-0.2
994.
647
0.99
6
1412
1.25
N/A
1.67
65.
7036
.024
5.01
94.
636
0.10
40.
249
36.0
245.
019
113.
3664
857.
178
36.0
245.
019
150.
2664
857.
178
5.77
84.
450
-0.2
944.
652
0.99
6
1410
1.25
N/A
2.04
66.
9644
.068
6.10
64.
641
0.12
30.
245
44.0
686.
106
141.
5111
840
7.21
744
.068
6.10
621
0.04
1184
07.
217
10.5
205.
344
-0.2
904.
657
0.99
6
14*
161.
5N/
A0.
962
3.27
21.3
923.
013
4.71
70.
105
0.33
021
.003
1.93
338
.20
1112
8.34
419
.567
1.60
247
.97
1112
8.87
91.
027
4.28
0-0
.414
4.74
60.
992
1414
1.5
N/A
1.21
14.
1226
.987
3.78
84.
721
0.13
00.
327
26.8
913.
111
61.4
822
277.
658
26.6
012.
527
75.6
522
278.
265
2.05
25.
349
-0.4
114.
750
0.99
3
1412
1.5
N/A
1.72
75.
8838
.607
5.37
94.
729
0.18
00.
322
38.6
075.
379
106.
2864
857.
178
38.6
075.
250
157.
1764
857.
231
5.95
37.
504
-0.4
054.
757
0.99
3
1410
1.5
N/A
2.10
87.
1747
.248
6.54
64.
734
0.21
40.
319
47.2
486.
546
148.
1811
840
7.21
747
.248
6.54
622
0.58
1184
07.
217
10.8
399.
051
-0.4
014.
762
0.99
3
* W
eb h
eigh
t to
thic
knes
s ra
tio (h
/t) e
xcee
ds 2
00.
Com
pone
nts
requ
ire w
eb s
tiffe
ners
at s
uppo
rt a
nd c
once
ntra
ted
load
s.
JOIS
T TR
ACK
Phys
ical
Gros
sEf
fect
ive
33ks
iEf
fect
ive
50ks
iTo
rsio
nal
WEB
GAUGE
FLANGE
LIP
Area
Wei
ght
Ixx
Sxx
RxIy
yRy
Ixx
Sxx
Ma
VaYc
gYc
gSx
xM
aVa
Ycg
Jx10
00Cw
XoRo
b
(in)
(in)
(in)
(in)
(in2)
(lb/ft
)(in
4)(in
3)(in
)(in
4)(in
4)(in
3)(in
-k)
(lb)
(lb)
(in)
(in4)
(in3)
(in-k
)(lb
)(in
)(in
4)(in
6)(in
)(in
)
Joist | 29
JOISTS STUDPhysical Gross Effective 50ksi Torsional
WEB
GAUG
E
FLAN
GE
LIP Area Weight Ixx Sxx Rx Iyy Ry Ixx Sxx Ma Va Ycg Jx1000 Cw Xo Ro b
(in) (in) (in) (in) (in2) (lb/ft) (in4) (in3) (in) (in4) (in) (in4) (in3) (in-k) (lb) (in) (in4) (in6) (in) (in)
6 16 2 0.500 0.599 2.04 3.235 1.078 2.324 0.300 0.708 3.235 0.926 27.73 2708 3.174 0.639 2.149 -1.377 2.793 0.757
6 14 2 0.500 0.747 2.54 3.995 1.332 2.313 0.365 0.699 3.995 1.264 37.84 5468 3.063 1.265 2.615 -1.366 2.776 0.758
6 12 2 0.500 1.042 3.55 5.461 1.820 2.289 0.480 0.679 5.461 1.776 61.27 11124 3.030 3.592 3.466 -1.344 2.740 0.760
6 16 2 0.625 0.613 2.09 3.319 1.106 2.327 0.328 0.732 3.319 1.002 30.01 2708 3.117 0.655 2.461 -1.459 2.842 0.737
6 14 2 0.625 0.764 2.60 4.101 1.367 2.316 0.400 0.723 4.101 1.337 43.71 5468 3.028 1.295 2.997 -1.448 2.826 0.737
6 12 2 0.625 1.067 3.63 5.612 1.871 2.293 0.530 0.705 5.612 1.871 64.53 11124 3.000 3.679 3.981 -1.427 2.791 0.739
8 16 2 0.500 0.712 2.42 6.405 1.601 2.999 0.325 0.676 6.405 1.345 40.28 2006 4.269 0.760 4.095 -1.212 3.305 0.866
8 14 2 0.500 0.889 3.03 7.930 1.982 2.986 0.395 0.666 7.930 1.890 56.57 4048 4.073 1.507 4.995 -1.201 3.287 0.867
8 12 2 0.500 1.245 4.24 10.903 2.726 2.959 0.521 0.647 10.903 2.664 91.91 11124 4.035 4.293 6.661 -1.178 3.250 0.869
8 16 2 0.625 0.726 2.47 6.573 1.643 3.009 0.357 0.701 6.573 1.475 44.15 2006 4.168 0.775 4.612 -1.286 3.346 0.852
8 14 2 0.625 0.907 3.09 8.141 2.035 2.996 0.435 0.692 8.141 1.993 65.21 4048 4.033 1.537 5.631 -1.275 3.329 0.853
8 12 2 0.625 1.271 4.32 11.203 2.801 2.969 0.576 0.673 11.203 2.801 96.63 11124 4.000 4.381 7.524 -1.253 3.292 0.855
10 16 2 0.500 0.825 2.81 10.999 2.200 3.651 0.343 0.645 10.999 1.648 49.33 1593 5.602 0.881 6.800 -1.085 3.863 0.921
10 14 2 0.500 1.032 3.51 13.643 2.729 3.636 0.417 0.636 13.643 2.611 78.18 3209 5.080 1.748 8.310 -1.074 3.845 0.922
10 12 2 0.500 1.449 4.93 18.836 3.767 3.606 0.549 0.616 18.836 3.688 127.25 9461 5.038 4.994 11.122 -1.051 3.806 0.924
10 16 2 0.625 0.839 2.86 11.278 2.256 3.666 0.378 0.671 11.278 1.805 54.04 1593 5.478 0.896 7.595 -1.153 3.901 0.913
10 14 2 0.625 1.050 3.57 13.994 2.799 3.652 0.460 0.662 13.994 2.744 82.15 3209 5.037 1.779 9.291 -1.142 3.883 0.913
10 12 2 0.625 1.474 5.02 19.336 3.867 3.622 0.609 0.643 19.336 3.867 133.42 9461 5.000 5.082 12.460 -1.120 3.845 0.915
12* 16 2 0.500 0.938 3.19 17.244 2.479 4.287 0.357 0.617 17.244 1.957 58.60 1321 6.984 1.002 10.310 -0.983 4.441 0.951
12 14 2 0.500 1.174 4.00 21.420 3.570 4.271 0.434 0.608 21.420 3.070 91.92 2658 6.385 1.990 12.615 -0.972 4.422 0.952
12 12 2 0.500 1.652 5.62 29.665 4.944 4.238 0.571 0.588 29.665 4.849 167.28 7814 6.041 5.696 16.928 -0.950 4.382 0.953
12* 16 2 0.625 0.953 3.24 17.662 2.944 4.306 0.393 0.643 17.662 2.143 64.17 1321 6.836 1.017 11.462 -1.047 4.478 0.945
12 14 2 0.625 1.192 4.06 21.947 3.658 4.291 0.479 0.634 21.947 3.265 97.75 2658 6.300 2.020 14.038 -1.036 4.459 0.946
12 12 2 0.625 1.677 5.71 30.417 5.070 4.258 0.635 0.615 30.417 5.070 174.89 7814 6.000 5.783 18.876 -1.014 4.420 0.947
14* 16 2 0.500 1.052 3.58 25.365 3.624 4.911 0.368 0.591 24.542 2.272 68.02 1128 8.402 1.123 14.658 -0.900 5.028 0.968
14 14 2 0.500 1.317 4.48 31.546 4.507 4.894 0.447 0.582 31.546 3.525 105.55 2268 7.750 2.232 17.951 -0.889 5.008 0.968
14 12 2 0.500 1.855 6.31 43.799 6.257 4.859 0.588 0.563 43.799 6.255 187.27 6656 7.001 6.397 24.130 -0.868 4.968 0.969
14* 16 2 0.625 1.066 3.63 25.951 3.707 4.935 0.406 0.617 24.721 2.487 74.47 1128 8.232 1.138 16.250 -0.959 5.065 0.964
14 14 2 0.625 1.335 4.54 32.285 4.612 4.918 0.494 0.608 32.285 3.751 112.30 2268 7.649 2.262 19.920 -0.949 5.046 0.965
14 12 2 0.625 1.881 6.40 44.853 6.408 4.883 0.655 0.590 44.853 6.408 191.84 6656 7.000 6.485 26.834 -0.928 5.006 0.966
30 | Floor Joist Span Limitations
FLO
OR
JO
IST
SP
AN
LIM
ITAT
ION
S 3
3 ks
i
Not
es:
1. S
pans
are
bas
ed o
n co
ntin
uous
late
ral s
uppo
rt o
f the
com
pres
sion
flan
ge.
2. S
pans
are
bas
ed o
n Fy
= 3
3 ks
i.3.
For
two
equa
l spa
ns, t
he li
sted
spa
n is
the
dist
ance
from
eith
er e
nd s
uppo
rt to
the
cent
er s
uppo
rt.
Jois
ts m
ust b
e co
ntin
uous
ove
r th
e ce
nter
sup
port
.4.
Spa
ns n
oted
with
an
“e”
requ
ire w
eb s
tiffe
ners
at e
nd s
uppo
rts.
5. T
otal
Loa
d =
L/2
40
10 p
sf D
ead
Load
plu
s 40
psf
Liv
e Lo
ad10
psf
Dea
d Lo
ad p
lus
60 p
sf L
ive
Load
40 p
sf D
ead
Load
plu
s 40
psf
Liv
e Lo
adL/
360
L/48
0L/
360
L/48
0L/
360
L/48
0
WEB
GAUGE
FLANGE
LIP
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
(in)
(in)
(in)
1216
2412
1624
1216
2412
1624
1216
2412
1624
616
20.
513
'2"e
11'5
"e9'
4"e
13' 1
0"12
'6"e
10'1
1"e
13'3
"e12
'1"e
10'4
"e12
'1"e
10'1
1"e
9'7"
e13
'8"e
11'1
0"e
9'8"
e13
'8"e
11'1
0"e
9'8"
e
614
20.
516
'4"
14'1
0"12
'11"
e14
'10"
13'5
"11
'9"
14'3
"12
'11"
e11
'3"e
12'1
1"11
'9'
10'3
"e14
'10"
13'5
"e10
'11"
e14
'10"
13'5
"e10
'11"
e
612
20.
518
'1"
16'5
"14
'4"
16'5
"14
'11"
13'0
"15
'10"
14'4
"12
'6"
14'4
"13
'0"
11'5
"16
'5"
14'1
1"13
'0"
16'5
"14
'11"
13'0
"
610
20.
519
'2"
17'5
"15
'2"
17'5
"15
'9"
13'9
"16
'8"
15'2
"13
'3"
15'2
"13
'9"
12'0
"17
'5"
15'9
"13
'9"
17'5
"15
'9"
13'9
"
616
20.
625
15'4
"13
'11"
e12
'2"e
13'1
1"12
'8"e
11'0
"e13
'5"e
12'2
"e10
'7"e
12'2
"e11
'0"e
9'8"
e13
'11"
e12
'3"e
10'0
"e13
'11"
e12
'3"e
10'0
"e
614
20.
625
16'5
"14
'11"
13'1
"e14
'11"
13'7
"11
'10"
14'4
"13
'1"e
11'5
"e13
'1"
11'1
0"10
'4"e
14'1
1"13
'7"e
11'3
"e14
'11"
13'7
"e11
'3"e
612
20.
625
18'3
"16
'7"
14'6
"16
'7"
15'1
"13
'2"
15'1
1"14
'6"
12'8
"14
'6'
13'2
"11
'6"
16'7
"15
'1"
13'2
"16
'7"
15'1
"13
'2"
610
20.
625
19'4
"17
'6"
15'4
"17
'6"
15'1
1"13
'11"
16'1
0"15
'4"
13'5
"15
'4"
13'1
1"12
'2"
17'6
"15
'11"
13'1
1"17
'6"
15'1
1"13
'11"
816
20.
519
'1"e
17'4
"e14
'11"
e17
'4"e
15'9
"e13
'9"e
16'8
"e15
'2"e
12'7
"e15
'2"e
13'9
"e12
'0"e
16'8
"e14
'5"e
11'9
"e16
'8"e
14'5
"e11
'9"e
814
20.
520
'6"
18'7
"e16
'3"
18'7
"16
'11"
14'9
"e17
'11"
e16
'3"e
14'2
"e16
'3"
14'9
"e12
'11"
e18
'7"e
16'5
"e13
'4"e
18'7
"e16
'5"e
13'4
"e
812
20.
522
'10"
20'9
'18
'1"
20'9
"18
'10"
16'5
"19
'11"
18'1
"15
'10"
18'1
"16
'5"
14'4
"20
'9"
18'1
0"16
'3"e
20'9
"18
'10"
16'3
"e
810
20.
524
'2"
21'1
1"19
'2"
21'1
1"19
'11"
17'5
"21
'1"
19'2
"16
'9"
19'2
"17
'5"
15'2
"21
'11"
19'1
1"17
'5"
21'1
1"19
'11"
17'5
"
816
20.
625
19'3
"e17
'6"e
15'3
'e17
'6"e
15'1
1"e
13'1
0'e
16'1
0"e
15'3
"e13
'0"e
15'3
"e13
'10"
e12
'1"e
17'3
"e14
'11"
e12
'2"e
17'3
"e14
'11"
e12
'2"e
814
20.
625
20'8
"18
'9'e
16'5
"e18
'9"
17'1
"14
'11"
e18
'1"e
16'5
"e14
'4"e
16'5
"14
'11"
e13
'0"e
18'9
"e16
'9"e
13'8
"e18
'9"e
16'9
"e13
'8"e
812
20.
625
23'0
"20
'11"
18'3
"20
'11"
19'0
"16
'7"
20'1
"18
'3"
15'1
1"18
'3"
16'7
"14
'6"
20'1
1"19
'0'
16'5
"e20
'11"
19'0
"16
'5"e
810
20.
625
24'4
"22
'2"
19'4
"22
'2"
20'1
"17
'7"
21'3
"19
'4"
16'1
1"19
'4"
17'7
"15
'4"
22'2
"20
'1"
17'7
"22
'2"
20'1
"17
'7"
1016
20.
522
'1"e
19'1
"e15
'7"e
20'7
"e18
'6"e
15'7
"e18
'8"e
16'2
"e13
'2"e
18'0
"e16
'2"e
13'2
"e17
'5"e
15'1
"e12
'4"e
17'5
"e15
'1"e
12'4
"
1014
20.
524
'6"e
22'3
"e18
'2"e
22'3
"20
'3"e
17'8
"e21
'5"e
18'1
0"e
15'4
"e19
'6"e
17'8
"e15
'4"e
20'4
"e17
'7"e
14'5
"e20
'4"e
17'7
"e14
'5"e
1012
20.
527
'4"
24'1
0"21
'9"
24'1
0"22
'7"
19'9
"23
'11"
21'9
"18
'9"e
21'9
"19
'9"
17'3
"24
'10"
21'6
"e17
'7"e
24'1
0"21
'6"e
17'7
"e
1010
20.
529
'0"
26'4
"23
'0"
26'4
"23
'11"
20'1
1"25
'4"
23'0
"20
'1"
23'0
"20
'11"
18'3
"26
'4"
23'1
1"20
'11"
e26
'4"
23'1
1"20
'11"
e
1016
20.
625
22'1
0"e
19'9
"e16
'1"e
20'9
"e18
'10"
e16
'1e
19'3
"e16
'8"
13'7
"e18
'1"e
16'5
"e13
'7"e
18'0
"e15
'7"e
12'9
"e18
'0"e
15'7
"e12
'9"e
1014
20.
625
24'9
"e22
'6"e
18'6
"e22
'6"
20'5
"e17
'10"
e21
'7"e
19'2
"e15
'7"e
19'7
"e17
'10"
e15
'7"e
20'8
"e17
'11"
e14
'7"e
20'8
"e17
'11"
e14
'7"e
1012
20.
625
27'7
"25
'1"
21'1
1"e
25'1
"22
'9"
19'1
1"24
'1"
21'1
1"19
'0"e
21'1
1"19
'11"
17'4
"e25
'1"
21'1
0"e
17'1
0"e
25'1
"21
'10"
e17
'10"
e
1010
20.
625
29'3
"26
'7"
23'3
"26
'7"
24'2
"21
'1"
25'7
"23
'3"
20'3
"23
'3"
21'1
"18
'5"
26'7
"24
'2"
21'1
"e26
'7"
24'2
"21
'1"e
Floor Joist Span Limitations | 31
FLO
OR
JO
IST
SP
AN
LIM
ITAT
ION
S 3
3 ks
i
Not
es:
1. S
pans
are
bas
ed o
n co
ntin
uous
late
ral s
uppo
rt o
f the
com
pres
sion
flan
ge.
2. S
pans
are
bas
ed o
n Fy
= 3
3 ks
i.3.
For
two
equa
l spa
ns, t
he li
sted
spa
n is
the
dist
ance
from
eith
er e
nd s
uppo
rt to
the
cent
er s
uppo
rt.
Jois
ts m
ust b
e co
ntin
uous
ove
r th
e ce
nter
sup
port
.4.
Spa
ns n
oted
with
an
“e”
requ
ire w
eb s
tiffe
ners
at e
nd s
uppo
rts.
5. T
otal
Loa
d =
L/2
40
40 p
sf D
ead
Load
plu
s 60
psf
Liv
e Lo
ad15
psf
Dea
d Lo
ad p
lus
125
psf L
ive
Load
40 p
sf D
ead
Load
plu
s 12
5 ps
f Liv
e Lo
adL/
360
L/48
0L/
360
L/48
0L/
360
L/48
0
WEB
GAUGE
FLANGE
LIP
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
(in)
(in)
(in)
1216
2412
1624
1216
2412
1624
1216
2412
1624
616
20.
512
'2"e
10'7
"e8'
7"e
12'1
"e10
'7"e
8'7"
e10
'4"e
8'11
"e7'
3"e
9'5"
e8'
7"e
7'3"
e9'
6"e
8'3"
e6'
8"e
9'5"
e8'
3"e
6'8"
e
614
20.
513
'9"e
12'0
"e9'
9"e
12'1
1"e
11'9
"e9'
9"e
11'2
"e10
'1"e
8'3"
e10
'1"e
9'2"
e8'
0"e
10'9
"e9'
4"e
7'7"
e10
'1"e
9'2"
e7'
7"e
612
20.
515
'3"
13'1
0"11
'10"
e14
'4"
13'0
"11
'5"
12'4
"11
'3"
9'10
"e11
'3"
10'2
"8'
11"e
12'4
"11
'3"e
9'2"
e11
'3"
10'2
"8'
11e
610
20.
516
'2"
14'8
"12
'9"
15'2
"13
'9"
12'0
"13
'1"
11'1
0"10
'4"
11'1
0"10
'9"
9'5"
13'1
"11
'10"
10'2
"e11
'10"
10'9
"9'
5"
616
20.
625
12'8
"e10
'11"
e8'
11"e
12'2
"e10
'11"
e8'
11"e
10'6
"e9'
3"e
7'6"
e9'
6"e
8'8"
e7'
6"e
9'10
"e8'
6"e
6'11
"e9'
6"e
8'6"
e6'
11"e
614
20.
625
13'1
0"e
12'3
"e10
'0"e
13'1
"e11
'10"
e10
'0"e
11'3
"e10
'2"e
8'6"
e10
'2"e
9'3"
e8'
1"e
11'1
"e9'
7"e
7'10
"e10
'2"e
9'3"
e7'
10"e
612
20.
625
15'5
"14
'0"
12'0
"e14
'6"
13'2
"11
'6"
12'6
"11
'4"
9'11
"e11
'4"
10'4
"9'
0"e
12'6
"11
'4"e
9'4"
e11
'4"
10'4
"9'
0"e
610
20.
625
16'3
"14
'9"
12'1
1"15
'4"
13'1
1"12
'2"
13'2
"12
'0"
10'6
"12
'0"
10'1
1"9'
6"13
'2"
12'0
"10
'4"
12'0
"10
'11"
9'6"
816
20.
514
'11"
e12
'11"
e10
'6"e
14'1
1"e
12'1
1"e
10'6
"e12
'7"e
10'1
1"e
8'11
"e11
'10"
e10
'9"e
8'11
"e11
'7"e
10'0
"e8'
2"e
11'7
"e10
'0"e
8'2"
e
814
20.
516
'11"
e14
'8"e
11'1
1"e
16'3
"e14
'8"e
11'1
1"e
14'0
"e12
'4"e
10'1
"e12
'9"e
11'7
"e10
'1"e
13'2
"e11
'5"e
9'4"
e12
'9"e
11'5
"e9'
4"e
812
20.
519
'3"
17'6
"e14
'6"e
18'1
"16
'5"
14'4
"15
'7"
14'2
"e12
'3"e
14'2
"12
'10"
e11
'3"e
15'7
"e13
'10"
e11
'3"e
14'2
"e12
'10"
e11
'3"e
810
20.
520
'4"
18'6
"16
'0'
19'2
"17
'5"
15'2
"16
'6"
15'0
"13
'1"e
15'0
"13
'7"
11'1
1"e
16'6
"15
'0"e
12'6
"e15
'0"
13'7
"11
'11"
e
816
20.
625
15'5
"e13
'4"e
10'1
0"e
15'3
"e13
'4"e
10'1
0"e
13'0
"e11
'3"e
9'2"
e11
'11"
e10
'10"
e9'
2"e
12'0
"e10
'4"e
8'5"
e11
'11"
e10
'4"e
8'5"
e
814
20.
625
17'4
"e15
'0"e
12'3
"e16
'5"e
14'1
1"e
12'3
"e14
'2"e
12'8
"e10
'4"e
12'1
0"e
11'8
"e10
'2"e
13'6
"e11
'8"e
9'6"
e12
'10"
e11
'8"e
9'6"
e
812
20.
625
19'5
"17
'7"e
14'8
"e18
'3"
16'7
"14
'6"e
15'9
"14
'3"e
12'5
'e14
'3"
13'0
"e11
'4"e
15'9
"e14
'0"e
11'5
"e14
'3"e
13'0
"e11
'4"e
810
20.
625
20'6
"18
'8"
16'3
"e19
'4"
17'7
"15
'4"
16'8
'15
'1"
13'2
"e15
'1"
13'9
"12
'0"e
16'8
"15
'1"e
12'8
"e15
'1"
13'9
"12
'0"e
1016
20.
515
'7"e
13'6
"e11
'0"e
15'7
"e13
'6"e
11'0
"e13
'2"e
11'5
"e9'
4"e
13'2
"e11
'5"e
9'4"
12'2
"e10
'6"e
8'7"
e12
'2"e
10'6
"e8'
7"e
1014
20.
518
'2"e
15'9
"e12
'10"
e18
'2"e
15'9
"e12
'10"
e15
'4"e
13'4
"e10
'10"
e15
'3"e
13'4
"e10
'10"
e14
'2"e
12'3
"e10
'0"e
14'2
"e12
'3"e
10'0
"e
1012
20.
522
'3"e
19'3
"e15
'9"e
21'9
"19
'3"e
15'9
"e18
'8'e
16'3
"e13
'3"e
17'0
"e15
'5"e
13'3
"e17
'4"e
15'0
"e12
'3"e
17'0
"e15
'0"e
12'3
"e
1010
20.
524
'5"
22'3
"18
'11"
e23
'0"
20'1
1"18
'3"e
19'1
0"18
'0"e
15'9
"e18
'0"
16'4
"14
'3'e
19'1
0"e
19'0
"e14
'8"e
18'0
"16
'4"e
14'3
"e
1016
20.
625
16'1
"e14
'0"e
11'5
"e16
'1"e
14'0
"e11
'5"e
13'7
"e11
'9"e
9'7"
e13
'7"e
11'9
"e9'
7"e
12'7
"e10
'10"
e8'
10"e
12'7
"e10
'10"
e8'
10"e
1014
20.
625
18'6
"e16
'0"e
13'1
"e18
'6"e
16'0
"e13
'1"e
15'7
"e13
'6"e
11'0
"e15
'4"e
13'6
"e11
'0"e
14'5
"e12
'5"e
10'2
"e14
'5"e
12'5
"e10
'2"e
1012
20.
625
22'6
"e19
'6"e
15'1
1"e
21'1
1"e
19'6
"e15
'11"
e18
'10"
e16
'6"e
13'5
"e17
'2"e
15'7
"e13
'5"e
17'6
"e15
'2"e
12'5
"e17
'2"e
15'2
"e12
'5"e
1010
20.
625
24'8
"22
'5"
19'2
"e23
'3"
21'1
"18
'5"e
20'0
"18
'2"e
15'1
0"e
18'2
"16
'6"
14'5
"e20
'0"e
18'2
"e14
'11"
e18
'2"
16'6
"e14
'5"e
32 | Floor Joist Span Limitations
FLO
OR
JO
IST
SP
AN
LIM
ITAT
ION
S 3
3 ks
i
Not
es:
1. S
pans
are
bas
ed o
n co
ntin
uous
late
ral s
uppo
rt o
f the
com
pres
sion
flan
ge.
2. S
pans
are
bas
ed o
n Fy
= 3
3 ks
i.3.
For
two
equa
l spa
ns, t
he li
sted
spa
n is
the
dist
ance
from
eith
er e
nd s
uppo
rt to
the
cent
er s
uppo
rt.
Jois
ts m
ust b
e co
ntin
uous
ove
r th
e ce
nter
sup
port
.4.
Spa
ns n
oted
with
an
“e”
requ
ire w
eb s
tiffe
ners
at e
nd s
uppo
rts.
5. T
otal
Loa
d =
L/2
40
10 p
sf D
ead
Load
plu
s 40
spf
Liv
e Lo
ad10
psf
Dea
d Lo
ad p
lus
60 s
pf L
ive
Load
40 p
sf D
ead
Load
plu
s 40
spf
Liv
e Lo
adL/
360
L/48
0L/
360
L/48
0L/
360
L/48
0
WEB
GAUGE
FLANGE
LIP
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
(in)
(in)
(in)
1216
2412
1624
1216
2412
1624
1216
2412
1624
1216
20.
524
'5"e
21'1
"e17
'3"e
24'5
"e21
'1"e
17'3
"e20
'7"e
17'1
0"e
14'7
"e20
'7"e
17'1
0"e
14'7
"e19
'3"e
16'8
"e13
'7"e
19'3
"e16
'8"e
13'7
"e
1214
20.
528
'4"e
24'9
"e20
'3"e
25'9
"e23
'4"e
20'3
"e24
'2"e
20'1
1"e
17'1
"e22
'6"e
20'5
"e17
'1"e
22'7
"e18
'7"e
16'0
"e22
'7"e
19'7
"e16
'0"e
1212
20.
531
'10"
28'1
1"25
'0"e
28'1
1"26
'3"
22'1
1"e
27'1
0"25
'3"e
21'2
"e25
'3"
22'1
1"e
20'1
"e28
'10"
e24
'3"e
19'9
"e28
'0"e
24'3
"e19
'9"e
1210
20.
533
'9"
30'8
"26
'10"
30'8
"27
'10"
24'4
"29
'6"
26'1
0"23
'5"
26'1
0"24
'4"
21'3
"30
'8"
26'1
1'22
'0"e
30'8
"26
'11"
22'0
"e
1216
20.
625
25'3
"e21
'10"
e17
'10"
e23
'10"
e21
'8"e
17'1
0"e
21'4
"e18
'6"e
15'1
"e20
'10"
e18
'6"e
15'1
"e19
'11"
e17
'3"e
14'1
"e19
'11"
e17
'3"e
14'1
"e
1214
20.
625
28'7
"e25
'2"e
20'6
"e25
'11"
e23
'7"e
20'6
"e24
'7"e
21'3
"e17
'4"e
22'8
"e20
'7"e
17'4
"e23
'0"e
19'1
1"e
16'3
"e23
'0"e
19'1
1"e
16'3
"e
1212
20.
625
32'1
"29
'2"
25'4
"e29
'2"
26'6
"23
'2"e
28'1
"25
'6"
21'5
"e25
'6"
23'2
"e20
'3"e
28'4
"e24
'7"e
20'1
"e28
'4"e
24'7
"e20
'1"e
1210
20.
625
24'1
"30
'11"
27'0
"30
'11"
28'1
'24
'7"
29'9
"27
'0"
23'7
"e27
'0"
24'7
"21
'5"
30'1
1"27
'3"
22'3
"e30
'11"
27'3
"22
'3"e
1416
20.
526
'6"e
22'1
1"e
18'9
"e26
'6"e
22'1
1"e
18'9
"e22
'5"e
19'5
"e15
'10"
e22
'5"e
19'5
"e15
'10"
e20
'11"
e18
'2"e
14'8
"e20
'11"
e18
'2"e
14'8
"e
1414
20.
531
'2"e
27'0
"e22
'0"e
29'0
"e26
'4"e
22'0
"e26
'4"e
22'1
0"e
18'7
"e25
'4"e
22'1
0"e
18'7
"e24
'8"e
21'4
"e17
'5"e
24'8
"e21
'4"e
17'5
"e
1412
20.
536
'3"
32'1
1"e
27'6
"e32
'11"
29'1
1"26
'1"e
31'8
"e28
'6"e
23'3
"e28
'9"
26'1
"e22
'10"
e30
'9"e
26'8
"e21
'9"e
30'9
"e26
'8"e
21'9
"e
1410
20.
538
'6"
35'0
"30
'6"e
35'0
"31
'9"
27'9
"33
'7"
30'6
"26
'2"e
30'6
"27
'9"
24'3
"e34
'7'
29'1
1"e
24'5
"e34
'7"
29'1
1"e
24'5
"e
1416
20.
625
27'5
"e23
'9"e
19'5
"e26
'10"
e23
'9"e
19'5
"e23
'2"e
20'1
"e16
'5"e
23'2
"e20
'1"e
16'5
"e21
'8"e
18'9
"e14
'8"e
21'8
"e18
'9"e
14'8
"e
1414
20.
625
31'8
"e27
'5"e
22'5
"e29
'3"e
26'7
"e22
'5"e
26'9
"e23
'2"e
18'1
1"e
25'7
"e23
'2"e
18'1
1"e
25'1
"e21
'8"e
17'8
"e25
'1"e
21'8
"e17
'8"e
1412
20.
625
36'6
"33
'2"e
27'1
1'e
33'2
"30
'2"
26'4
"31
'11"
e28
'10"
e23
'7"e
29'0
"26
'4"e
23'0
"e31
'2"e
27'0
"e22
'0"e
31'2
"e27
'0"e
22'0
"e
1410
20.
625
38'1
0"35
'3"
30'9
"e35
'3"
32'0
"28
'0"
33'1
1"30
'9'
26'6
"30
'9"
28'0
'24
'5"e
35'0
"30
'4"e
24'9
"e35
'0"
30'4
"e24
'9"e
Floor Joist Span Limitations | 33
FLO
OR
JO
IST
SP
AN
LIM
ITAT
ION
S 3
3 ks
i
Not
es:
1. S
pans
are
bas
ed o
n co
ntin
uous
late
ral s
uppo
rt o
f the
com
pres
sion
flan
ge.
2. S
pans
are
bas
ed o
n Fy
= 3
3 ks
i.3.
For
two
equa
l spa
ns, t
he li
sted
spa
n is
the
dist
ance
from
eith
er e
nd s
uppo
rt to
the
cent
er s
uppo
rt.
Jois
ts m
ust b
e co
ntin
uous
ove
r th
e ce
nter
sup
port
.4.
Spa
ns n
oted
with
an
“e”
requ
ire w
eb s
tiffe
ners
at e
nd s
uppo
rts.
5. T
otal
Loa
d =
L/2
40
40 p
sf D
ead
Load
plu
s 60
spf
Liv
e Lo
ad15
psf
Dea
d Lo
ad p
lus
125
spf L
ive
Load
40 p
sf D
ead
Load
plu
s 12
5 sp
f Liv
e Lo
adL/
360
L/48
0L/
360
L/48
0L/
360
L/48
0
WEB
GAUGE
FLANGE
LIP
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
(in)
(in)
(in)
1216
2412
1624
1216
2412
1624
1216
2412
1624
1216
20.
517
'3"e
14'1
1"e
12'2
"e17
'3"e
14'1
1"e
12'2
"e14
'7"e
12'7
"e9'
10"e
14'7
"e12
'7"e
9'10
"e13
'5"e
11'7
"e8'
4"e
13'5
"e11
'7"e
8'4"
e
1214
20.
520
'3"e
17'6
"e14
'3"e
20'3
"e17
'6"e
14'3
"e17
'1"e
14'9
"e12
'1"e
17'1
"e14
'9"e
12'1
"e15
'9"e
13'7
"e11
'1"e
15'9
"e13
'7"e
11'1
"e
1212
20.
525
'0"e
21'8
"e17
'8"e
25'0
"e21
'8"e
17'8
"e21
'2"e
18'4
"e14
'11"
e19
'9"e
18'0
"e14
'11"
e19
'6"e
16'1
0"e
13'9
"e19
'6"e
16'1
0"e
13'9
"e
1210
20.
527
'10"
24'1
"e19
'8"e
26'1
0"24
'1"e
19'8
"e23
'1"e
20'4
"e16
'7"e
21'0
"19
'1"e
16'7
"e21
'8"e
18'9
"e15
'4"e
21'0
"e18
'9"e
15'4
"e
1216
20.
625
17'1
0"e
15'5
"e12
'7"e
17'1
0"e
15'5
"e12
'7"e
15'1
"e13
'0"e
9'10
"e15
'1"e
13'0
"e9'
10"e
13'1
0"e
12'0
"e8'
4"e
13'1
0"e
12'0
"e8'
4"e
1214
20.
625
20'6
"e17
'9"e
14'6
"e20
'6"e
17'9
"e14
'6"e
17'4
"e15
'0"e
12'3
"e17
'4"e
15'0
"e12
'3"e
16'0
"e13
'10"
e11
'3"e
16'0
"e13
'10"
e11
'3"e
1212
20.
625
25'4
"e22
'0"e
17'1
1"e
25'4
"e22
'0"e
17'1
1"e
21'5
"e18
'7"e
15'2
"e19
'11"
e18
'1"e
15'2
"e19
'9"e
17'1
"e13
'11"
e19
'9"e
17'1
"e13
'11"
e
1210
20.
625
28'2
"24
'5"e
19'1
1"e
27'0
"24
'5"e
19'1
1"e
23'3
"e20
'7"e
16'1
0"e
21'2
"19
'3"e
16'9
"e21
'11"
e19
'0"e
15'6
"e21
'2"e
19'0
"e15
'6"e
1416
20.
518
'9"e
16'3
"e11
'9"e
18'9
"e16
'3"e
11'9
"e15
'10"
e12
'7"e
8'4"
e15
'10"
e12
'7"e
8'4"
e14
'3"e
10'8
"e7'
1"e
14'3
"e10
'8"e
7'1"
e
1414
20.
522
'0"e
19'1
"e15
'7'e
22'1
0"e
19'1
"e15
'7"e
18'7
"e16
'1"e
13'2
"e18
'7"e
16'1
"e13
'2"e
17'2
"e14
'10"
e12
'1"e
17'2
"e14
'10"
e12
'1"e
1412
20.
527
'6"e
23'1
0"e
19'5
"e27
'6"e
23'1
0"e
19'5
"e23
'3"e
20'2
"e16
'5"e
22'6
"e20
'2"e
16'5
"e21
'5"e
18'7
"e15
'2"e
21'5
"e18
'7"e
15'2
"e
1410
20.
530
'11"
e26
'9"e
21'1
0"e
30'6
"e26
'9"e
21'1
0"e
26'2
"e22
'8"e
18'6
"e23
'11"
e21
'9"e
18'6
"e24
'1"e
20'1
0"e
17'0
"e23
'11"
e20
'10"
e17
'0"e
1416
20.
625
19'5
"e16
'9"e
11'9
"e19
'5"e
16'9
"e11
'9"e
16'5
"e12
'7"e
8'4"
e16
'5"e
12'7
"e8'
4"e
14'3
"e10
'8"e
7'1"
e14
'3"e
10'8
"e7'
1"e
1414
20.
625
22'5
"e19
'5"e
15'1
0"e
22'5
"e19
'5"e
15'1
0"e
18'1
1"e
16'5
"e13
'4"e
18'1
1"e
16'5
"e13
'4"e
17'5
"e15
'1"e
12'4
"e17
'5"e
15'1
"e12
'4"e
1412
20.
625
27'1
1"e
24'2
"e19
'8"e
27'1
1"e
24'2
"e19
'8"e
23'7
"e20
'5"e
16'8
"e22
'8"e
20'5
"e16
'8"e
21'8
"e18
'9"e
15'4
"e21
'8"e
18'9
"e15
'4"e
1410
20.
625
31'4
"e27
'1"e
22'2
"e30
'9"e
27'1
"e22
'2"e
26'6
"e22
'11"
e18
'8"e
24'1
"e21
'11"
e18
'8"e
24'4
"e21
'1"e
17'3
"e24
'1"e
21'1
"e17
'3"e
34 | Floor Joist Span Limitations
FLO
OR
JO
IST
SP
AN
LIM
ITAT
ION
S 5
0 ks
i
Not
es:
1. S
pans
are
bas
ed o
n co
ntin
uous
late
ral s
uppo
rt o
f the
com
pres
sion
flan
ge.
2. S
pans
are
bas
ed o
n Fy
= 5
0 ks
i.3.
For
two
equa
l spa
ns, t
he li
sted
spa
n is
the
dist
ance
from
eith
er e
nd s
uppo
rt to
the
cent
er s
uppo
rt.
Jois
ts m
ust b
e co
ntin
uous
ove
r th
e ce
nter
sup
port
.4.
Spa
ns n
oted
with
an
“e”
requ
ire w
eb s
tiffe
ners
at e
nd s
uppo
rts.
5. T
otal
Loa
d =
L/2
40
10 p
sf D
ead
Load
plu
s 40
psf
Liv
e Lo
ad10
psf
Dea
d Lo
ad p
lus
60 p
sf L
ive
Load
40 p
sf D
ead
Load
plu
s 40
psf
Liv
e Lo
adL/
360
L/48
0L/
360
L/48
0L/
360
L/48
0
WEB
GAUGE
FLANGE
LIP
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
(in)
(in)
(in)
1216
2412
1624
1216
2412
1624
1216
2412
1624
616
20.
515
'3”
13'1
0”12
'1”e
13'1
0”12
'7”
11'0
”13
'4”
12'1
”10
'7”
12'1
”11
'0”
9'7”
e13
'10”
12'7
”e10
'11”
e13
'10”
12'7
”e10
'11”
e
614
20.
516
'4”
14'1
0”13
'0”
14'1
0”13
'6”
11'9
”14
'3”
13'0
”11
'4”
13'0
”11
'9”
10'4
”14
'10”
13'6
”11
'9”e
14'1
0”13
'6”
11'1
9”e
612
20.
518
'2”
16'6
”14
'5”
16'6
”15
'0”
13'1
”15
'10”
14'5
”12
'7”
14'5
”13
'1”
11'5
”16
'6”
15'0
”13
'1”
16'6
”15
'0”
13'1
”
610
20.
519
'2”
17'5
”15
'3”
17'5
”15
'10”
13'1
0”16
'9”
15'3
”13
'4”
15'3
”13
'10”
12'1
”17
'5”
15'1
0”13
'10”
17'5
”15
'10”
13'1
0”
616
20.
625
15'4
”14
'0”
12'2
”e14
'0”
12'8
”11
'1”
13'5
”12
'2”
10'8
”e12
'2”
11'1
”9'
8”e
14'0
”12
'8”e
11'1
”e14
'0”
12'8
”11
'1”e
614
20.
625
16'6
”15
'0”
13'1
”15
'10”
13'7
”11
'11”
14'5
”13
'1”
11'5
”13
'1”
11'1
1”10
'5”
15'0
”13
'7”
11'1
1”e
15'0
”13
'7”
11'1
1”e
612
20.
625
18'4
”20
'9”
18'2
”16
'8”
15'1
”13
'2”
16'0
”14
'6”
12'8
”14
'6”
13'2
”11
'6”
16'8
”15
'1”
13'2
”16
'8”
15'1
”13
'1”
610
20.
625
19'4
”17
'7”
15'5
”17
'7”
16'0
”14
'0”
16'1
1”15
'5”
13'5
”15
'5”
14'0
”12
'2”
17'7
”16
'0”
14'0
”17
'7”
16'0
”14
'0”
816
20.
519
'1”
17'5
”e15
'2”e
17'5
”15
'9”
13'9
”e16
'8”e
15'2
”e13
'3”e
15'2
”13
'9”
12'1
”e17
'5”e
15'9
”e13
'2”e
17'5
”e15
'9”e
13'2
”e
814
20.
520
'6”
18'8
”16
'4”
18'8
”16
'11”
14'1
0”17
'11”
16'4
”14
'3”e
16'4
”14
'10”
12'1
1”e
18'8
”16
'11”
e14
'10”
e18
'8”
16'1
1”e
14'1
0”e
812
20.
522
'10”
20'9
”18
'2”
20'9
”18
'10”
16'6
”19
'11”
18'2
”15
'10”
18'2
”16
'6”
14'5
”20
'9”
18'1
0”16
'6”
20'9
”18
'10”
16'6
”
810
20.
524
'2”
22'0
”19
'3”
22'0
”20
'0”
17'5
”21
'2”
19'3
”16
'9”
19'3
”17
'5”
15'3
”22
'0”
20'0
”17
'5”
22'0
”20
'0”
17'5
”
816
20.
625
19'4
”17
'6”e
15'4
”e17
'6”
15'1
1”13
'11”
e16
'10”
15'4
”e13
'5”e
15'4
”13
'11”
e12
'2”e
17'6
”e15
'11”
e13
'8”e
17'6
”e15
'11”
e13
'8”e
814
20.
625
20'9
”18
'10”
16'5
”18
'10”
17'1
”14
'11”
18'1
0”16
'5”
14'4
”16
'5”
14'1
1”13
'1”e
18'1
0”17
'1”e
14'1
1”e
18'1
0”17
'1”e
14'1
1”e
812
20.
625
23'1
”20
'11”
18'4
”20
'11”
19'0
”16
'7”
20'2
”18
'4”
16'0
”18
'4”
16'7
”14
'6”
20'1
1”19
'0”
16'7
”20
'11”
19'0
”16
'7”
810
20.
625
24'5
”22
'2”
19'5
”22
'2”
20'2
”17
'7”
21'4
”19
'5”e
16'1
1”19
'5”
17'7
”15
'5”
22'2
”20
'2”
17'7
”22
'2”
20'2
”e17
'7”
1016
20.
522
'7”e
20'6
”e17
'10”
e20
'6”
18'8
”e16
'3”e
19'9
”e17
'11”
e15
'1”e
17'1
1”e
16'3
”e14
'3”e
19'1
1”e
17'3
”e14
'1”e
19'1
1”e
17'3
”e14
'1”e
1014
20.
524
'5”
22'2
”19
'5”e
22'2
”20
'2”
17'7
”21
'4”
19'5
”e16
'11”
e19
'5”
17'7
”15
'5”e
22'2
”e20
'2”e
16'1
1”e
22'2
”e20
'2”e
16'1
1”e
1012
20.
527
'5”
24'1
1”21
'9”
24'1
1”22
'7”
19'9
”23
'11”
21'9
”19
'0”
21'9
”19
'9”
17'3
”24
'11”
22'7
”19
'9”
24'1
1”22
'7”
19'9
”
1010
20.
529
'1”
26'5
”23
'1”
26'5
”24
'0”
21'0
”25
'5”
23'1
”20
'2”
23'1
”21
'0”
18'4
”26
'5”
24'0
”21
'0”
26'5
”24
'0”
21'0
”
1016
20.
625
22'9
”e20
'8”e
18'1
”e20
'8”
18'9
”e16
'5”e
19'1
0”e
18'1
”e15
'7”e
18'1
”e16
'5”e
14'4
”e20
'8”e
17'1
0”e
14'7
”e20
'8”e
17'1
0”e
14'7
”e
1014
20.
625
24'7
”22
'4”
19'7
”e22
'4”
20'4
”17
'9”e
21'6
”19
'7”e
17'1
”e19
'7”
17'9
”15
'6”e
22'4
”e20
'4”e
17'5
”e22
'4”e
20'4
”e17
'5”e
1012
20.
625
27'8
”25
'1”
21'1
1”25
'1”
22'1
0”19
'11”
24'2
”21
'11”
19'2
”21
'11”
19'1
1”17
'5”
25'1
”22
'10”
19'1
1”25
'1”
22'1
0”19
'11”
1010
20.
625
29'4
”26
'8”
23'3
”26
'8”
24'3
”21
'2”
25'8
”23
'3”
20'4
”23
'3”
21'2
”18
'6”
26'8
”24
'3”
21'2
”26
'8”
24'3
”21
'2”
Floor Joist Span Limitations | 35
FLO
OR
JO
IST
SP
AN
LIM
ITAT
ION
S 5
0 ks
i
Not
es:
1. S
pans
are
bas
ed o
n co
ntin
uous
late
ral s
uppo
rt o
f the
com
pres
sion
flan
ge.
2. S
pans
are
bas
ed o
n Fy
= 5
0 ks
i.3.
For
two
equa
l spa
ns, t
he li
sted
spa
n is
the
dist
ance
from
eith
er e
nd s
uppo
rt to
the
cent
er s
uppo
rt.
Jois
ts m
ust b
e co
ntin
uous
ove
r th
e ce
nter
sup
port
.4.
Spa
ns n
oted
with
an
“e”
requ
ire w
eb s
tiffe
ners
at e
nd s
uppo
rts.
5. T
otal
Loa
d =
L/2
40
40 p
sf D
ead
Load
plu
s 60
psf
Liv
e Lo
ad15
psf
Dea
d Lo
ad p
lus
125
psf L
ive
Load
40 p
sf D
ead
Load
plu
s 12
5 ps
f Liv
e Lo
adL/
360
L/48
0L/
360
L/48
0L/
360
L/48
0
WEB
GAUGE
FLANGE
LIP
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
(in)
(in)
(in)
1216
2412
1624
1216
2412
1624
1216
2412
1624
616
20.
512
'10”
e11
'8”e
9'9”
e12
'1”e
11'0
”e9'
7”e
10'5
”e9'
6”e
8'3”
e9'
6”e
8'7”
e7'
6”e
10'5
”e9'
4”e
7'7”
e9'
6”e
8'7”
e7'
6”e
614
20.
513
'9”
12'6
”10
'7”e
13'0
”11
'9”
10'4
”e11
'2”
10'2
”e8'
10”e
10'2
”9'
3”8'
1”e
11'2
”e10
'2”e
8'3”
e10
'2”
9'3”
e8'
1”e
612
20.
515
'4”
13'1
1”12
'2”
14'5
”13
'1”
11'5
”12
'5”
11'3
”9'
10”
11'3
”10
'3”
8'11
”12
'5”
11'3
”9'
10”
11'3
”10
'3”
8'11
”
610
20.
516
'2”
14'8
”12
'10”
15'3
”13
'10”
12'1
”13
'2”
11'1
1”10
'5”
11'1
1”10
'10”
9'6”
13'2
”11
'11”
10'5
”11
'11”
10'1
0”9'
6”
616
20.
625
13'0
”e11
'9”e
10'1
”e12
'2”e
11'1
”e9'
8”e
10'6
”e9'
7”e
8'4”
e9'
7”e
8'8”
e7'
7”10
'6”e
9'7”
e7'
10”e
9'7”
e8'
8”e
7'7”
e
614
20.
625
13'1
1”12
'8”
11'0
”e13
'1”
11'1
1”10
'5”e
11'3
”10
'3”e
8'11
”e10
'3”
9'4”
8'2”
e11
'3”e
10'3
”e8'
11”e
10'3
”9'
4”e
8'2”
e
612
20.
625
15'5
”14
'0”
12'3
”14
'6”
13'2
”11
'6”
12'6
”11
'4”
9'11
”11
'4”
10'4
”9'
0”12
'6”
11'4
”9'
11”
11'4
”10
'4”
9'0”
610
20.
625
16'4
”14
'10”
13'0
”15
'5”
14'0
”12
'2”
13'3
”12
'0”
10'6
”12
'0”
10'1
1”9'
7”13
'3”
12'0
”10
'6”
12'0
”10
'11”
9'7”
816
20.
516
'2”e
14'5
”e11
'10”
e15
'2”e
13'9
”e11
'10”
e13
'1”e
11'1
1”e
10'0
”e11
'11”
e10
'10”
e9'
5”e
13'0
”e11
'3”e
9'2”
e11
'11”
e10
'10”
e9'
2”e
814
20.
517
'4”
15'9
”13
'9”
16'4
”14
'10”
e12
'11”
e14
'1”e
12'9
”e11
'2”e
12'9
”e11
'7”e
10'2
”e14
'1”e
12'9
”e10
'8”e
12'9
”e11
'7”e
10'2
”e
812
20.
519
'3”
17'6
”15
'3”
18'2
”16
'6”
14'5
”15
'7”
14'2
”12
'5”e
14'2
”12
'11”
11'3
”15
'7”
14'2
”12
'5”e
14'2
”12
'11”
11'3
”e
810
20.
520
'5”
18'7
”16
'2”
19'3
”17
'5”
15'3
”16
'7”
15'0
”13
'2”
15'0
”13
'8”
11'1
1”16
'7”
15'0
”13
'2”
15'0
”13
'8”
11'1
1”
816
20.
625
16'3
”e14
'9”e
12'3
”e15
'4”e
13'1
1”e
12'2
”e13
'2”e
12'0
”e10
'4”e
12'0
”e10
'11”
e9'
6”e
13'2
”e11
'8”e
9'6”
e12
'0”e
10'1
1”e
9'6”
e
814
20.
625
17'6
”15
'11”
e13
'10”
e16
'5”
14'1
1”e
13'1
”e14
'2”e
12'1
1”e
11'3
”e12
'11”
e11
'8”e
10'3
”e14
'2”e
12'1
1”e
11'3
”e12
'11”
e11
'8”e
10'3
”e
812
20.
625
19'5
”17
'8”
15'5
”18
'4”
16'7
”14
'6”
15'9
”14
'4”
12'6
”14
'4”
13'0
”11
'4”
15'9
”14
'4”
12'6
”e14
'4”
13'0
”11
'4”e
810
20.
625
20'7
”18
'9”
16'4
”19
'5”
17'7
”15
'5”
16'9
”15
'2”
13'3
”15
'2”
13'1
0”12
'1”
16'9
”15
'2”
13'3
”15
'2”
13'1
0”12
'1”
1016
20.
517
'10”
e15
'5”e
12'7
”e17
'10”
e15
'5”e
12'7
”e15
'1”e
13'0
”e10
'8”e
14'0
”e12
'9”e
10'8
”e13
'10”
e12
'0”e
9'10
”e13
'10”
e12
'0”e
9'10
”e
1014
20.
520
'7”e
18'6
”e15
'1”e
19'5
”e17
'7”e
15'1
”e16
'8”e
15'2
”312
'9”e
15'2
”e13
'10”
e12
'1”e
16'7
”e14
'5”e
11'9
”e15
'2”e
13'1
0”e
11'9
”e
1012
20.
523
'1”
21'0
”18
'4”e
21'9
”19
'9”
17'3
”e18
'9”
17'0
”14
'11”
e17
'0”
15'6
”13
'6”e
18'7
”16
'11”
e14
'8”e
17'0
”15
'6”e
13'6
”e
1010
20.
524
'6”
22'3
”19
'6”
23'1
”21
'0”
18'4
”19
'11”
18'1
”15
'9”
18'1
”16
'5”
14'4
”19
'11”
18'1
”15
'9”e
18'1
”16
'5”
14'4
”
1016
20.
625
18'5
”e16
'0”e
13'1
”e18
'1”e
16'0
”e13
'1”e
15'7
”e13
'6”e
11'0
”e14
'2”e
12'1
0”e
11'0
”e14
'4”e
12'5
”e10
'1”e
14'2
”e12
'5”e
10'1
”e
1014
20.
625
20'9
”e18
'10”
e15
'7”e
19'7
”e17
'9”e
15'6
”e16
'10”
e15
'4”e
13'2
”e15
'4”e
13'1
1”e
12'2
”e16
'10”
e14
'10”
e12
'1”e
15'4
”e13
'11”
e12
'1”e
1012
20.
625
23'4
”21
'2”
18'6
”e21
'11”
19'1
1”17
'5”e
18'1
1”17
'2”
15'0
”e17
'2”
15'7
”13
'8”e
18'1
1”17
'2”e
15'0
”e17
'2”
15'7
”e13
'8”e
1010
20.
625
24'9
”22
'6”
19'8
”23
'3”
21'2
”18
'6”
20'1
”18
'3”
15'1
1”18
'3”
16'7
”14
'6”
20'1
”18
'3”
15'1
1”e
18'3
”16
'7”
14'6
”
36 | Floor Joist Span Limitations
FLO
OR
JO
IST
SP
AN
LIM
ITAT
ION
S 5
0 ks
i
Not
es:
1. S
pans
are
bas
ed o
n co
ntin
uous
late
ral s
uppo
rt o
f the
com
pres
sion
flan
ge.
2. S
pans
are
bas
ed o
n Fy
= 5
0 ks
i.3.
For
two
equa
l spa
ns, t
he li
sted
spa
n is
the
dist
ance
from
eith
er e
nd s
uppo
rt to
the
cent
er s
uppo
rt.
Jois
ts m
ust b
e co
ntin
uous
ove
r th
e ce
nter
sup
port
.4.
Spa
ns n
oted
with
an
“e”
requ
ire w
eb s
tiffe
ners
at e
nd s
uppo
rts.
5. T
otal
Loa
d =
L/2
40
10 p
sf D
ead
Load
plu
s 40
spf
Liv
e Lo
ad10
psf
Dea
d Lo
ad p
lus
60 s
pf L
ive
Load
40 p
sf D
ead
Load
plu
s 40
spf
Liv
e Lo
adL/
360
L/48
0L/
360
L/48
0L/
360
L/48
0
WEB
GAUGE
FLANGE
LIP
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
(in)
(in)
(in)
1216
2412
1624
1216
2412
1624
1216
2412
1624
1216
20.
525
'11"
23'6
"e19
'7"e
23'6
"e21
'4"e
18'8
"e22
'7"
20'3
"16
'7"e
20'7
"e18
'8"e
16'4
"e21
'11"
e19
'0"e
15'6
"e21
'11"
e19
'0"e
15'6
"e
1214
20.
528
'2”
25'7
”22
'4”e
25'7
”23
'3”
20'3
”24
'7”e
22'4
”e19
'6”e
22'4
”20
'3”e
17'9
”e25
'7”e
22'1
0”e
18'8
”e25
'7”e
22'1
0”e
18'8
”e
1212
20.
531
'10”
28'1
1”25
'3”
28'1
1”26
'3”
22'1
1”27
'9”
25'3
”22
'1”
25'3
”22
'11”
20'0
”28
'11”
26'3
”22
'11”
e28
'11”
26'3
”22
'11”
e
1210
20.
533
'10”
30'9
”26
'10”
30'9
”27
'11”
24'5
”29
'7”
26'1
0”23
'6”
26'1
0”24
'5”
21'4
”30
'9”
27'1
1”24
'5”
30'9
”27
'11”
24'5
”
1216
20.
625
26'1
"e23
'8"e
20'4
"e23
'8"e
21'6
"e18
'10"
e22
'9"e
20'8
"e17
'2"e
20'8
"e18
'10"
e16
'5"e
22'8
"e19
'8"e
16'0
"e22
'8"e
19'8
"e16
'0"e
1214
20.
625
28'4
”25
'9”e
22'6
”e25
'9”
23'5
”20
'5”e
24'9
”e22
'6”e
19'8
”e22
'6”
20'5
”e17
'10”
e25
'9”e
23'5
”e19
'3”e
25'9
”e23
'5”e
19'3
”e
1212
20.
625
32'1
”29
'2”
25'5
”29
'2”
26'6
”23
'1”
28'0
”25
'5”
22'3
”25
'5”
23'1
”20
'2”
29'2
”26
'6”
23'1
”e29
'2”
26'6
”23
'1”e
1210
20.
625
34'2
”31
'0”
27'1
”31
'0”
28'2
”24
'7”
29'1
0”27
'1”
23'8
”27
'1”
24'7
”21
'6”
31'0
”28
'2”
24'7
”31
'0”
28'2
”24
'7”
1416
20.
529
'1"e
26'1
"e21
'3"e
26'5
"e24
'0"e
21'0
"e25
'5"e
22'0
"e16
'9"e
23'1
"e21
'0"e
16'9
"e23
'9"e
20'7
"e14
'8"e
23'9
"e20
'7"e
14'8
"e
1414
20.
531
'8”
28'1
0”e
25'2
”e28
'10”
26'2
”e22
'10”
e27
'8”e
25'2
”e21
'8”e
25'2
”e22
'10”
e20
'0”e
28'9
”e24
'10”
e20
'4”e
28'9
”e24
'10”
e20
'4”e
1412
20.
536
'0”
32'8
”28
'7”
32'8
”29
'8”
25'1
1”31
'5”
28'7
”24
'11”
e28
'7”
25'1
1”22
'8”e
32'8
”29
'8”e
25'1
1”e
32'8
”29
'8”e
25'1
1”e
1410
20.
538
'6”
35'0
”30
'7”
35'0
”31
'10”
27'9
”33
'8”
30'7
”26
'9”
30'7
”27
'9”
24'3
”35
'0”
31'1
0”27
'9”
35'0
”31
'10”
27'9
”
1416
20.
625
29'4
"e26
'8"e
22'0
"e26
'8"e
24'2
"e21
'2"e
25'7
"e22
'10"
e16
'9"e
23'3
"e21
'2"e
16'9
"e24
'8"e
21'4
"e14
'8"e
24'8
"e21
'4"e
14'8
"e
1414
20.
625
31'1
1”29
'0”e
25'4
”e29
'0”
26'4
”e23
'0”e
27'1
1”e
25'4
”e22
'2”e
25'4
”e23
'0”e
20'1
”e29
'0”e
25'7
”e20
'11”
e29
'0”e
25'7
”e20
'11”
e
1412
20.
625
36'3
”32
'11”
28'9
”32
'11”
29'1
1”26
'2”
31'8
”28
'9”
25'2
”e28
'9”
26'2
”22
'10”
e32
'11”
29'1
1”e
26'2
”e32
'11”
29'1
1”e
26'2
”e
1410
20.
625
38'1
0”35
'4”
30'1
0”35
'4”
32'1
”28
'0”
33'1
1”30
'10”
26'1
1”30
'10”
28'0
”24
'6”
35'4
”32
'1”
28'0
”35
'4”
32'1
”28
'0”
Floor Joist Span Limitations | 37
FLO
OR
JO
IST
SP
AN
LIM
ITAT
ION
S 5
0 ks
i
Not
es:
1. S
pans
are
bas
ed o
n co
ntin
uous
late
ral s
uppo
rt o
f the
com
pres
sion
flan
ge.
2. S
pans
are
bas
ed o
n Fy
= 5
0 ks
i.3.
For
two
equa
l spa
ns, t
he li
sted
spa
n is
the
dist
ance
from
eith
er e
nd s
uppo
rt to
the
cent
er s
uppo
rt.
Jois
ts m
ust b
e co
ntin
uous
ove
r th
e ce
nter
sup
port
.4.
Spa
ns n
oted
with
an
“e”
requ
ire w
eb s
tiffe
ners
at e
nd s
uppo
rts.
5. T
otal
Loa
d =
L/2
40
40 p
sf D
ead
Load
plu
s 60
spf
Liv
e Lo
ad15
psf
Dea
d Lo
ad p
lus
125
spf L
ive
Load
40 p
sf D
ead
Load
plu
s 12
5 sp
f Liv
e Lo
adL/
360
L/48
0L/
360
L/48
0L/
360
L/48
0
WEB
GAUGE
FLANGE
LIP
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
Sing
le S
pan
Jois
t Spa
cing
(in
.) o.
c.Si
ngle
Spa
n Jo
ist S
paci
ng
(in.)
o.c.
(in)
(in)
(in)
1216
2412
1624
1216
2412
1624
1216
2412
1624
1216
20.
519
'7"e
17'0
"e13
'9"e
19'7
"e17
'0"e
13'9
"e16
'7"e
14'4
"e9'
10"e
16'1
"e14
'4"e
19'1
0"e
15'3
"e12
'6"e
8'4"
e15
'3"e
12'6
"e8'
4"e
1214
20.
523
'7”e
20'5
”e16
'8”e
22'4
”e20
'3”e
16'8
”e19
'3”e
17'3
”e14
'1”e
17'6
”e15
'11”
e13
'11”
e18
'5”e
15'1
1”e
13'0
”e17
'6”e
15'1
1”e
13'0
”e
1212
20.
526
'10”
24'4
”21
'3”e
25'3
”22
'11”
20'0
”e21
'9”
19'9
”e17
'3”e
19'9
”17
'11”
e15
'8”e
21'9
”e19
'9”e
16'7
”e19
'9”e
17'1
1”e
15'8
”e
1210
20.
528
'7”
25'1
1”22
'8”
26'1
0”24
'5”
21'4
”23
'2”
21'0
”18
'5”
21'0
”19
'1”
16'8
”23
'2”
21'0
”18
'5”e
21'0
”19
'1”
16'8
”e
1216
20.
625
20'4
"e17
'7"e
13'9
"e20
'4"e
17'7
"e13
'9"e
17'2
"e14
'9"e
9'10
"e16
'2"e
14'9
"e9'
10"e
15'1
0"e
12'6
"e8'
4"e
15'1
0"e
12'6
"e8'
4"e
1214
20.
625
23'1
1”e
21'1
”e17
'2”e
22'6
”e20
'5”e
17'2
”e19
'5”e
17'7
”e14
'6”e
17'7
”e16
'0”e
14'0
”e18
'11”
e16
'5”e
13'5
”e17
'7”e
16'0
”e13
'5”e
1212
20.
625
27'1
”24
'7”e
21'6
”e25
'5”
23'1
”20
'2”e
21'1
1”19
'11”
e17
'5”e
19'1
1”18
'1”e
15'1
0”e
21'1
1”e
19'1
1”e
16'9
”e19
'11”
e18
'1”e
15'1
0”e
1210
20.
625
28'1
0”26
'2”
22'1
0”27
'1”
24'7
”21
'6”
23'4
”21
'3”
18'6
”21
'3”
19'3
”16
'10”
23'4
”21
'3”
18'6
”e21
'3”
19'3
”16
'10”
e
1416
20.
521
'3"e
17'7
"e11
'9"e
21'3
"e17
'7"e
11'9
"e16
'9"e
12'7
"e8'
4"e
16'9
"e12
'7"e
8'4"
e14
'3"e
10'8
"e7'
1"e
14'3
"e10
'8"e
7'1"
e
1414
20.
525
'8”e
22'3
”e18
'2”e
25'2
”e22
'3”e
18'2
”e21
'8”e
18'1
0”e
15'4
”e19
'8”e
17'1
1”e
15'4
”e20
'0”e
17'4
”e14
'2”E
19'8
”e17
'4”e
14'2
”
1412
20.
530
'4”
27'7
”e23
'3”e
28'7
”25
'11”
e22
'8”e
24'7
”22
'4”e
19'6
”e22
'4”
20'4
”e17
'9”e
24'7
”e22
'2”e
18'1
”e22
'4”
20'4
”e17
'9”e
1410
20.
532
'6”
29'6
”25
'10”
e30
'7”
27'9
”24
'3”e
26'4
”23
'11”
20'1
1”e
23'1
1”21
'9”
19'0
”26
'4”
23'1
1”e
20'6
”e23
'11”
21'9
”e19
'0”e
1416
20.
625
22'0
"e17
'7"e
11'9
"e22
'0"e
17'7
"e11
'9"e
16'9
"e12
'7"e
8'4"
e16
'9"e
12'7
"e8'
4"e
14'3
"e10
'8"e
7'1"
e14
'3"e
10'8
"e7'
1"e
1414
20.
625
26'5
”e22
'11”
e18
'8”e
25'4
”e22
'11”
e18
'8”e
21'1
0”e
19'4
”e15
'10”
e19
'10”
e18
'0”e
15'9
”e20
'7”e
17'1
0”e
14'4
”E19
'10”
e17
'10”
e14
'4”E
1412
20.
625
30'7
”27
'9”e
23'7
”e28
'9”e
26'2
”e22
'10”
e24
'10”
22'6
”e19
'8”e
22'6
”20
'6”e
17'1
1”e
24'1
0”22
'6”e
18'4
”e22
'6”e
20'6
”e17
'11”
e
1410
20.
625
32'9
”29
'9”
26'0
”e30
'10”
28'0
”24
'6”e
26'7
”24
'2”
21'1
”e24
'2”
21'1
1”19
'2”e
26'7
”24
'2”e
20'9
”e24
'2”
21'1
1”e
19'2
”e
38 |
Certification of Material
Drywall Nonstructural Framing Members and Accessories A1003Structural Framing Members and Accessories A1003
Material Specification (ASTM)
Drywall Nonstructural Framing Members and Accessories C645Structural Framing Members and Accessories C955
Product Specification (ASTM)
Drywall Nonstructural Framing Members and Accessories C645Structural Framing Members and Accessories C955
Coating Specification (ASTM)
Design Specification (AISI)The Specification for the design of Cold-Formed Steel Structural Members.
ASTM Specification Description
A591Standard Specification for Steel Sheet, Electrolytic Zinc-Coated,
for Light Coating Weight [Mass] Applications.
A653These specifications describe the general requirements for steel as well as the general coating requirements for steel which is zinc-coated (galvanized) or zinc-iron alloy-coated (galvannealed) by the
hot-dipped process.
A1003Standard Specification for Steel Sheet, Carbon, Metallic -
and Nonmetallic-Coated for Cold Formed Framing Members.
B69Standard Specification for Rolled Zinc.
C645Standard Specification for Nonstructural Steel Framing Members.
C841Standard Specification for Installation of Interior Lathing and Furring.
C847Standard Specification for Metal lath
C955Standard Specification for Load-bearing (transverse and Axial) Steel Studs, Runners (Tracks), and Bracing or Bridging for Screw Application
of Gypsum Panel Products and Metal Plaster Bases.
C1047Standard Specification for accessories for Gypsum Wallboard and Gypsum Veneer Base.
OEG Building Material certifies that all OEG Building Material meets or exceed the applicable standards listed below:
SECTION PROPERTIES
Furring (Hat) Channel
Notes: 1 Minimum Bare Metal Thickness is 95% of design thickness.2 Moment of Intertia is given for deflection calculations.3 Effective properties are given as the minimum value of either postive or negative bending.4 Effective properties are based on Fy=33 ksi.
HEIGHT GAUGEMin. Bare
Metal Thickness1
DesignThickness
GrossArea
Effective Properties3,4
Ixx2 Ma
(in) (in) (in) (in2) (in4) (Ft-lb)
7/8 25 0.0179 0.0188 0.072 0.009 32.9
7/8 22 0.0269 0.0283 0.107 0.013 47.3
7/8 20 0.0296 0.0312 0.117 0.015 51.4
7/8 18 0.0428 0.0451 0.164 0.02 69.3
For the most up to date information please visit www.buyoeg.com
or call 732-667-3636
OEG Building MaterialsMetal Framing Manufacturers
Product Guide
Proud. Proven. Partner.™
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