the steel joist institute

Transcription

Printed in Canada 03/2003
the
www.canamsteel.com
www.canammanac.com
AP
Steel Plus
Network®
www.steelplus.com
Steel Joist
Institute
WELDING
BUREAU
CANADIA
N
PR O VAL
Canadian
Welding
Bureau
Canadian
Institute of Steel
Construction
International
Conference of
Building Officials
Underwriters
Laboratories
Inc.®
American
Institute of Steel
Construction inc.
TABLE OF CONTENTS
PAGE
steel
Corporation
Pages identified with a red tab
or the Canam logo
as shown above are
Canam’s supplement to
the Steel Joist Institute (SJI)
41st EDITION, STANDARD
SPECIFICATIONS, LOAD TABLES &
WEIGHT TABLES FOR
STEEL JOISTS AND
JOIST GIRDERS,
meant to advance the easy
application of steel joists
in North American construction.
Pages identified with the black tab
or the SJI logo as shown above
are a reproduction of the SJI’s
41st EDITION, STANDARD
SPECIFICATIONS, LOAD TABLES &
WEIGHT TABLES FOR
STEEL JOISTS AND
JOIST GIRDERS,
provided in this catalog by Canam.
Canam and Design, Red Dot Design, Murox, and Sun Steel
Buildings are registered trademarks of The Canam Manac
Group Inc. Solutions + Services is a trademark of The
Canam Manac Group Inc. Hambro is a trademark of
Hambro International (Structures) Ltd.
SUBJECT
6
Quality Assurance
8
Detailing with Open Web Steel Joists
Combined Bridging Tables
Girder and Joist Connections, Bridging Details
Square Ends, Added Members, Uplift
Sloped Seats
Field Bolted Splice, Pitched Joists, Duct Openings
16
Engineering with Open Web Steel Joists
Load / Span Design, Sloped Joists, Special Loads
End Moments
Standing Seam Roof, Joists Longer than SJI
Special Shapes
OSHA Highlights
Floor Vibration
Joist Substitutes, Outriggers and Extensions, Headers
Design Economy
30
Steel Joist Institute History and General Information
2002 Revisions to Specifications
SJI History
SJI Policy, Membership, Publications
SJI Joists and Fire Resistance
37
SJI K-Series
K-Series TCX, Extended Ends
K-Series Specs Sections 1 through 6
K-Series Definition of span
K-Series Standard Load Tables
54
SJI KCS and K-Series Economy Tables
K-Series KCS joists example
K-Series KCS joists Load Table
K-Series Economy Table
62
SJI LH & DLH Series
LH-DLH-Series Specs Sections 100 through 105
LH-Series Std Load Table
DLH-Series Std Load Table
78
SJI Joist Girders
Joist Girders Specs Sections 1000 to 1006
86
Canam Joist Girder Tables
Conventional Girder, Wood Nailer Girder
96
Recommended Code of Standard Practice
Sections 1 through 8
Referenced Specs, Codes, and Standards
105
Appendices on OSHA regulations
Bay Length Definitions
OSHA Steel Erection Std (OWSJ)
Illustration of Bridging Terminus
114
Canam Lists
Joist, Joist Girder, Bridging and Accessories Lists
Take-off Sheets
Mailing Addresses and Telephone
Internet Addresses, Web Site Plan
steel
Corporation
3
1
2
3
5
4
steel
Corporation
4
6
7
8
9
Vancouver
Calgary
8
Issaquah
Québec
Spokane
4
Saint-Gédéon Moncton
6
Sunnyside
7
Laval
Brockville
Chittenango
Wayzata
Gold Hill
Saint-Joseph
Boucherville
Poland Spring
9
Boston
Mississauga
Détroit
Madison
Chicago
Wynnewood
2
Columbus
5
Indianapolis
Peru
Overland Park Washington
Los Angeles
Carlsbad
1
■
Baltimore
Point of Rocks
Purcellville
Virginia Beach
Cordova
Peoria
Lawrenceville
11
3
Ciudad Juárez
Jacksonville
San Antonio
West Palm Beach
Hypoluxo
Deerfield Beach
Chihuahua
PLANTS
10
Monterrey
UNITED STATES
10
México
1
2
3
4
5
Point of Rocks, Maryland
Columbus, Ohio
Jacksonville, Florida
Sunnyside, Washington
Washington, Missouri
CANADA
6
7
8
9
11
Saint-Gédéon, Quebec
Boucherville, Quebec
Calgary, Alberta
Mississauga, Ontario
MEXICO
Plant
Canam Sales Office
steel
Corporation
5
10 Monterrey, Nuevo León
11 Ciudad Juárez, Chihuahua
QUALITY ASSURANCE
GUIDING PRINCIPLES
• Total client satisfaction: exceptional service
•••
• Excellent relations with our personnel
•••
• First quality products: non-negotiable
•••
• Low-cost producer
•••
• Clean and orderly working environment
•••
• Good corporate citizen
•••
steel
Corporation
6
QUALITY ASSURANCE
PLANT AND PRODUCT CERTIFICATIONS
Mex. Canada
United States
Over the years, we have established strict quality standards. All our welders, inspectors, and quality assurance technicians
are certified by the American Welding Society or the Canadian Welding Bureau. We do visual inspections on 100% of the
welded joints and non-destructive testing if required.
Plants
SJI
Columbus, OH
Sunnyside, WA
Yes
Yes
Jacksonville, FL
Yes
Cbd, Cbr, P
Point of Rocks, MD
Washington, MO
Boucherville, QC
Saint-Gédéon, QC
Mississauga, ON
Calgary, AB
Juarez, CHIH
Monterrey, NL
Yes
Yes
Cbd, P
Cbd
Yes
Yes
Yes
Yes
Yes
AISC
CWB
ULC
Steel Deck
Hambro
Yes
Cbd, Cbr, P, F
UL
ISO
ICBO
Steel Deck
& Plant
FM
Steel Deck
Steel Deck
Steel Deck
Steel Deck
& Hambro
SJI:
AISC:
CWB:
ISO:
UL:
ULC:
ICBO:
Yes
Yes
Yes
Yes
9002
9001
Steel Deck
Hambro
Steel Deck
Steel Deck
Hambro
Steel Deck
Steel Deck
Hambro
Steel Deck
Hambro
Steel Deck
Steel Deck
Plant
FM:
Cbd:
Cbr:
P:
F:
Steel Joist Institute
American Institute of Steel
Construction
Canadian Welding Bureau
International Organization
for Standardization
Underwriters Laboratories
Underwriters Laboratories
of Canada
International Conference
of Building Officials
Factory Mutual
Complex Steel Building
Structures
Major Steel Bridges
Sophisticated Paint
Endorsement
Fracture Critical Endorsement
Canam has been producing open web steel joists for
the last 40 years and has developed expertise in engineering and fabrication to better serve our customers
with quality products.
With five plants in the United States, three in Canada,
and two in Mexico, the Canam team can deliver all types
of joists where and when you need them from any of our
SJI certified plants.
In our search for quality, Canam has introduced a series
of small cold formed channels to provide individual web
members for most steel joists spanning over thirty feet.
These straight web members allow an easier weld with
the chord members.
ENGINEERING &
DRAFTING
PAINT
Canam’s standard shop paint is GRAY primer.
Other primer colors may be available at some locations.
The typical shop applied primer that is used to coat steel
joists and joist girders is a dip-applied, air dried paint. The
primer is intended to be an impermanent and provisional
coating which will protect the steel for only a short period
of exposure in ordinary atmospheric conditions.
Since most steel joists and joist girders are primed using
a standard dip coating, the coating may not be uniform
and may include drips, runs, and sags. Compatibility of
any coating, including fire protective coatings, applied
over standard shop primer shall be the responsibility of
the specifier and/or painting contractor.
The primer coating may require field touch-up/repair.
The joist manufacturer shall not be responsible for the
condition of the primer if it is not properly protected
after delivery.
Our engineering staff is ready and willing to help you
with any technical matters you may have with the use of
open web steel joists. We have developed a taste for
technically challenging projects. We like to innovate and
find what’s best for our customers.
Canam has developed enough drafting capacity so that
100% of our drawings are done by Canam employees.
Canam is not using sub-contractors to perform any of our
technical work. This way, we can ensure quick response
time, quality, and consistency to our customers.
steel
Corporation
7
DETAILING WITH OPEN WEB STEEL JOISTS
COMBINED BRIDGING TABLES
NUMBER OF ROWS OF BRIDGING**
K-SERIES Refer to the K-Series Load Table and Specification Section 6 for required bolted diagonal bridging.
Distances are Joist Span lengths – See “Definition of Span” on page 49.
*Section
Number
1
Row
2
Rows
#1
#2
#3
#4
#5
#6
#7
#8
#9
#10
#11
#12
Up thru 16’
Up thru 17’
Up thru 18’
Up thru 19’
Up thru 19’
Up thru 19’
Up thru 20’
Up thru 20’
Up thru 20’
Up thru 20’
Up thru 20’
Up thru 20’
Over
Over
Over
Over
Over
Over
Over
Over
Over
Over
Over
Over
16’
17’
18’
19’
19’
19’
20’
20’
20’
20’
20’
20’
thru
thru
thru
thru
thru
thru
thru
thru
thru
thru
thru
thru
3
Rows
24’
25’
28’
28’
29’
29’
33’
33’
33’
37’
38’
39’
Over
Over
Over
Over
Over
Over
Over
Over
Over
Over
Over
Over
24’ thru
25’ thru
28’ thru
28’ thru
29’ thru
29’ thru
33’ thru
33’ thru
33’ thru
37’ thru
38’ thru
39’ thru
4
Rows
28’
32’
38’
38’
39’
39’
45’
45’
46’
51’
53’
53’
Over
Over
Over
Over
Over
Over
Over
Over
Over
Over
38’
38’
39’
39’
45’
45’
46’
51’
53’
53’
thru 40’
thru 48’
thru 50’
thru 51’
thru 58’
thru 58’
thru 59’
thru 60’
thru 60’
thru 60’
5
Rows
Over
Over
Over
Over
Over
50’
51’
58’
58’
59’
thru 52’
thru 56’
thru 60’
thru 60’
thru 60’
** Last digit(s) of joist designation shown in Load Table.
** See Section 5.11 of the K-Series specification for additional bridging required for uplift design.
MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGING
**BRIDGING MATERIAL SIZE
K-SERIES
Round Rod
SECTION
NUMBER*
1/2” round
r = .13”
Equal Leg Angles HR = Hot Rolled CF = Cold Formed
1-1/8” CF
1” HR
r = .20”
1-3/8” CF
1-1/4” HR
r = .25”
1-5/8” CF
1-1/2” HR
r = .30”
1-7/8” CF
1-3/4” HR
r = .35”
2-1/8” CF
2” HR
r = .40”
2-1/2” HR
r = .50”
1 thru 9
3’-3”
5’-0”
6’-3”
7’-6”
8’-7”
10’-0”
12’-6”
10
3’-0”
4’-8”
6’-3”
7’-6”
8’-7”
10’-0”
12’-6”
11 and 12
2’-7”
4’-0”
5’-8”
7’-6”
8’-7”
10’-0”
12’-6”
** Refer to last digit(s) of Joist Designation
** Connection to Joist must resist 700 pounds
Certain joists require bolted diagonal bridging for erection stability for spans less than 60 feet. The chart below lists
those designations and the minimum spans at which bolted diagonal bridging is required.
All joists over 60 feet require erection stability bridging.
12K1
14K1
16K2
16K3
16K4
16K5
18K3
18K4
18K5
18K6
20K3
20K4
20K5
20K6
20K7
20K9
23
27
29
30
32
32
31
32
33
35
32
34
34
36
39
39
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
22K4
22K5
22K6
22K7
22K9
24K4
24K5
24K6
24K7
24K8
24K9
26K5
26K6
26K7
26K8
26K9
34
35
36
40
40
36
38
39
43
43
44
38
39
43
44
44
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
26K10
28K6
28K7
28K8
28K9
28K10
28K12
30K7
30K8
30K9
30K10
30K11
30K12
18LH02
20LH02
20LH03
49
40
43
44
45
49
53
44
45
45
50
52
54
33
33
38
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
On Canam’s framing plans, the erection stability bridging lines are identified with the following symbol and notation:
APPROVER / ERECTOR NOTE:
24LH03
24LH04
24LH05
24LH06
28LH05
28LH06
28LH07
28LH08
32LH06
32LH07
32LH08
36LH07
36LH08
36LH09
35
39
40
45
42
46
54
54
47
47
55
47
47
57
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ft.
ES
Except for column joists noted as “OC”, All ERECTION STABILITY bridging lines shall be installed prior to the slackening of hoisting lines.
steel
Corporation
8
COMBINED BRIDGING TABLES
For KCS-Series joists,
use the tables for K-Series
with an equivalent
section number, as shown
in the chart below:
JOIST
DESIGNATION
10KCS1
10KCS2
10KCS3
12KCS1
12KCS2
12KCS3
14KCS1
14KCS2
14KCS3
16KCS2
16KCS3
16KCS4
16KCS5
18KCS2
18KCS3
18KCS4
18KCS5
20KCS2
20KCS3
20KCS4
20KCS5
22KCS2
22KCS3
22KCS4
22KCS5
24KCS2
24KCS3
24KCS4
24KCS5
26KCS2
26KCS3
26KCS4
26KCS5
28KCS2
28KCS3
28KCS4
28KCS5
30KCS3
30KCS4
30KCS5
SECTION
NUMBER*
BRIDGING
TABLE
SECT. NO.
1
1
1
3
5
5
4
6
6
6
9
9
9
6
9
10
10
6
9
10
10
6
9
11
11
6
9
12
12
6
9
12
12
6
9
12
12
9
12
12
SERIES
BRIDGING BOLT SIZES
SECTION
NUMBER
K
LH/DLH
LH/DLH
ALL
2 - 12
13 - 17
DLH
18 & 19
LH-DLH
*SECTION
NUMBER
MINIMUM
BOLT SIZE
MAX. SPACING
OF LINES OF
BRIDGING
HORIZONTAL
BRACING
FORCE
11’-0”
12’-0”
13’-0”
14’-0”
16’-0”
16’-0”
21’-0”
21’-0”
26’-0”
400
500
650
800
1000
1200
1600
1800
2000
lbs
3/8” A307
3/8” A307
1/2”A307
or 3/8” A325
5/8” A307
or 1/2”A325
02,03,04
05,06
07,08
09,10
11,12
13,14
15,16
17
18,19
Number of lines of bridging is based on joist clear span
dimensions.
*Last two digits of joist designation shown in load table
K, LH & DLH SERIES JOISTS
MAXIMUM JOIST SPACING FOR DIAGONAL BRIDGING
BRIDGING ANGLE SIZE - (Equal Leg Angles) HR = Hot Rolled CF = Cold Formed
JOIST
DEPTH
12
14
16
18
20
22
24
26
28
30
32
36
40
44
48
52
56
60
64
68
72
1-1/8” CF
1” HR
r = .20”
1-3/8” CF
1-1/4” HR
r = .25”
1-5/8” CF
1-1/2” HR
r = .30”
1-7/8” CF
1-3/4” HR
r = .35”
2-1/8” CF
2” HR
r = .40”
6’-6”
6’-6”
6’-6”
6’-6”
6’-5”
6’-4”
6’-4”
6’-3”
6’-2”
6’-2”
6’-1”
8’-3”
8’-3”
8’-2”
8’-2”
8’-2”
8’-1”
8’-1”
8’-0”
8’-0”
7’-11”
7’-10”
7’-9”
7’-7”
7’-5”
7’-3”
9’-11”
9’-11”
9’-10”
9’-10”
9’-10”
9’-10”
9’-9”
9’-9”
9’-8”
9’-8”
9’-7”
9’-6”
9’-5”
9’-3”
9’-2”
9’-0”
8’-10”
8’-7”
8’-5”
8’-2”
8’-0”
11’-7”
11’-7”
11’-6”
11’-6”
11’-6”
11’-6”
11’-5”
11’-5”
11’-5”
11’-4”
11’-4”
11’-3”
11’-2”
11’-0”
10’-11”
10’-9”
10’-8”
10’-6”
10’-4”
10’-2”
10’-0”
13’-0”
12’-11”
12’-10”
12’-9”
12’-8”
12’-7”
12’-5”
12’-4”
12’-2”
12’-0”
11’-10”
LH SERIES JOISTS
SPANS OVER 60’ REQUIRE BOLTED DIAGONAL BRIDGING
**BRIDGING ANGLE SIZE - (Equal Leg Angle) HR = Hot Rolled CF = Cold Formed
1-1/8” CF
1-3/8” CF
1-5/8” CF
1-7/8” CF
2-1/8” CF
1” HR
1-1/4” HR
1-1/2” HR
1-3/4” HR
2” HR
2-1/2” HR
r = .20”
r = .25”
r = .30”
r = .35”
r = .40”
r = .50”
02, 03, 04
4’-7”
6’-3”
7’-6”
8’-9”
10’-0”
12’-4”
05 - 06
4’-1”
5’-9”
7’-6”
8’-9”
10’-0”
12’-4”
07 - 08
3’-9”
12’-4”
5’-1”
6’-8”
8’-6”
10’-0”
09 - 10
4’-6”
6’-0”
7’-8”
10’-0”
12’-4”
11 - 12
4’-1”
5’-5”
6’-10”
8’-11”
12’-4”
13 - 14
3’-9”
12’-4”
4’-11”
6’-3”
8’-2”
15 - 16
4’-3”
5’-5”
7’-1”
11’-0”
17
4’-0”
5’-1”
6’-8”
10’-5”
** Refer to last two digits of Joist Designation.
** Connection to joist must resist force listed in Table 104.5.1 of the LH-Series specification.
steel
Corporation
9
GIRDER AND JOIST CONNECTIONS
1-1/2”
3/4” ø BOLTS
5” GAGE
3”
5” GAGE
7-1/2”
7-1/2”
7-1/2”
6”
1/2”
3”
1”
1”
1”
A
BOLTS NOT BY CANAM
STABILIZER PLATE
STABILIZER PLATE
STABILIZER PLATE
GIRDER CONNECTION
3/4” ø BOLTS
2”
3/4” ø BOLTS
5” GAGE
GIRDER CONNECTION
B
BOLTS NOT BY CANAM
GIRDER CONNECTION
3/4” ø BOLTS
4” GA, @ “LH” & “DLH”
2-1/2”
3/4” ø BOLTS
3”
5” GAGE
HALF
STD GA
1/2” ø BOLTS
3-1/2” GA, @ “K”
3/4” ø BOLTS
4” GA, @ “LH” & “DLH”
1/2” ø BOLTS
3-1/2” GA, @ “K”
2-1/2” @ “K”
5” @ “LH”
7-1/2”
2-1/2” @ “K”
5” @ “LH”
6”
4” @ “K”
6” @ “LH”
1”
1”
STABILIZER PLATE
STABILIZER PLATE
GIRDER CONNECTION
D
BOLTS NOT BY CANAM
JOIST CONNECTION
E
BOLTS NOT BY CANAM
3/4” ø BOLTS
4” GA, @ “LH” & “DLH”
1/2” ø BOLTS
3-1/2” GA, @ “K”
1-1/2”
C
BOLTS NOT BY CANAM
3/4” ø BOLTS
4” GA, @ “LH” & “DLH”
1/2” ø BOLTS
3-1/2” GA, @ “K”
2”
2-1/2” @ “K”
5” @ “LH”
JOIST CONNECTION
F
BOLTS NOT BY CANAM
3/4” ø BOLTS
4” GA, @ “LH” & “DLH”
1/2” ø BOLTS
3-1/2” GA, @ “K”
2-1/2 ”
2-1/2” @ “K”
5” @ “LH”
3”
2-1/2” @ “K”
5” @ “LH”
1/2”
4” @ “K”
6” @ “LH”
1”
STABILIZER PLATE
1”
STABILIZER PLATE
1”
STABILIZER PLATE
JOIST CONNECTION
BOLTS NOT BY CANAM
H
JOIST CONNECTION
K
BOLTS NOT BY CANAM
DLH18 and DLH19 will have girder standards.
steel
Corporation
10
JOIST CONNECTION
BOLTS NOT BY CANAM
L
HORIZ. BRIDGING
CUT TO FIT IN FIELD LAP TO BE 2” MIN
USE ALL DROPS.
GIRDER AND
JOIST BEARING
See page 10 for standard girder and joist connections at
columns. Joists not falling directly at a column line have
to be welded and/or bolted depending on conditions. As
per OSHA, any joists in bays over 40’ and bearing on
steel framing have to be bolted unless if the joists are
assembled on the ground into panels and then set in
place. Minimum welds are two 1/8” x 1” long fillet welds
for K-Series and two 1/4” x 2” long fillet welds for LH and
DLH-Series. K-Series joists shall bear at least 2 1/2” on
steel and 4” on masonry while LH, DLH, and girder shall
bear a minimum of 4” on steel and 6” on masonry.
2”
2”
1”
1/8”
TYP
MIN
PLAN
BRIDGING DETAILS
1/8”
TYP
MIN
SEE PLAN FOR PIECE MARK
1”
BRIDGING ANCHOR
PIECE MARK BAC = 2 1/2” x 2 1/2” x 3/16” x 2 1/2” LONG
ATTACH WITH:
1/2” EXP BOLT (NOT BY CANAM)
BRIDGING ANCHOR
PIECE MARK BAC = 2-1/2” x 2-1/2” x 3/16” x 2-1/2” LONG
ATTACH WITH: 1/2” EXP BOLT (NOT BY CANAM)
1/4”
1/4”
1/8”
1/8”
WELDED-X BRIDGING
SEE PLAN FOR PIECE MARK
1”
1”
2”
2”
“LH” SERIES
TYP. MIN.
“K” SERIES
TYP. MIN.
MIN
1/8” 2”
KNEE BRACE ONLY
IF REQUIRED BY DESIGN
SEE PLAN FOR LOCATIONS
TYP
MIN
1/8”
1”
steel
Corporation
11
SQUARE ENDS
ADDED MEMBERS
Whenever joists are bottom chord bearing, a row of
bolted diagonal cross bridging should be installed from
joist to joist at or near the bearing location to provide
lateral erection stability.
OF PANEL POINT
MORE THAN 3”
as specified
3/16”
OF POINT LOAD
SQUARE END
FIELD INSTALLED
ANGLE BRACE, EACH SIDE
NOT BY CANAM~MINIMUM
LEG THICKNESS 3/16”.
The weight of walls, signage, facia, etc. supported at
the end of a cantilever square end must be shown on
the contract drawings to be properly considered in the
joist design.
OF PANEL POINT
MORE THAN 3”
OF POINT LOAD
TYPICAL JOIST REINFORCEMENT
AT CONCENTRATED LOADS
Joists, including KCS-Series, are not typically designed
for localized bending from point loads. Concentrated
loads must be applied at joist panel points or field strut
angles must be utilized as shown.
Canam can provide a specially designed joist with the
capability to take point loads without the added struts, if
this requirement and the exact location and magnitude of
the loads are clearly shown on the contract drawings.
Also, Canam can consider the worst case in both the
shear and bending moment for a traveling load with no
specific location. When a traveling load is specified, the
contract drawings should indicate whether the load is to
be applied at top or bottom chord, and at any panel point,
or at any point with the local bending effects considered.
FULL DEPTH
CANTILEVER END
UPLIFT
UPLIFT BRIDGING:
1 ROW OF HORIZONTAL BRIDGING
@ FIRST BOTTOM CHORD PANEL POINT
ON EACH END OF JOIST AS SHOWN.
TYPICAL ALL JOISTS, ALL BAYS, IN ADDITION TO
STANDARD BRIDGING SHOWN ON PLAN.
Where uplift is a design consideration, the NET uplift
value shall be provided on the contract drawings.
Additional lines of bridging will be required at the first
bottom chord panel points as shown.
FIRST BOTTOM CHORD
PANEL POINT
steel
Corporation
12
SLOPED SEATS
Shoe Depth
at gridline
Exterior Shoe
Depth
Interior Shoe
Depth
Shoe Depth
at gridline
Exterior Shoe
Depth
Interior Shoe
Depth
Shoe Depth
at gridline
Exterior Shoe
Depth
Exterior Shoe
Depth
Shoe Depth
at gridline
Interior Shoe
Depth
Interior Shoe
Depth
The shoe depth must always be specified at the gridline. For joists on which the left and right bearings are not at the same
level (sloped joist), the exterior and interior shoe depths are determined in such a way as to respect the depth at the gridline.
The bearing depth should be increased at sloped joists to insure an adequate depth of bearing seat assembly at the inside
end or at the outside end, which depends on which bearing end (left or right) is higher.
12
Shoe Depth
at gridline
x
12
Shoe Depth
at gridline
x
IN
2” M
2 1/
IN
2” M
2 1/
A
A
Reference lines (gridline) are always at center of bearing steel or inside face of wall.
MINIMUM SHOE DEPTH AT GRIDLINE (in.)
A
(in.)
4
5
6
7
8
Joist Sloped (x / 12)
0.5
3.5
3.5
3.5
3.5
3.5
1
3.5
3.5
3.5
3.5
3.5
2
3.5
3.5
3.5
5.0
5.0
3
3.5
5.0
5.0
5.0
5.0
4
5.0
5.0
5.0
5.0
6.0
5
5.0
5.0
6.0
6.0
6.0
NOTE: Calculations are based on a top chord vertical leg of 2-1/2” (all K-Series and up to LH07).
steel
Corporation
13
6
5.0
6.0
6.0
7.0
7.0
7
6.0
6.0
7.0
7.0
8.0
8
6.0
7.0
8.0
8.0
9.0
FIELD BOLTED SPLICE
PITCHED JOISTS
Field bolted splices can be provided on any joist type
when required for shipment or due to site constraints,
such as a retrofit use.
Note that spliced joists are normally fabricated as
one complete piece in Canam’s shops, and are then
separated for shipment.
In assembling the joist, the erector must “match mates.”
The joist mates will be marked “1L” and “1R” or “2L” and
“2R” and so on in addition to regular joist piece marks.
Two dissimilar mates will not fit together properly. The
metal tag for the left half of the spliced joists will be
placed near the bearing end, and this end must
be placed to match the tagged end on the framing plan.
The metal tag for the right half is placed on the left end of
this half, near the splice.
Canam can provide longspan joists with a variety of
pitched chord configurations.
TOP CHORD SINGLE PITCHED UNDERSLUNG
TOP CHORD SINGLE PITCHED SQUARE ENDS
SPLICE
TOP CHORD DOUBLE PITCHED UNDERSLUNG
JOIST TOP CHORD
SPLICE CONNECTION
TOP CHORD DOUBLE PITCHED SQUARE ENDS
1”
DUCT OPENINGS
Open web steel joists allow the passage of pipes,
conduits, and ducts through the joist. The specifier shall
clearly show the size and exact location of ducts which
have a fixed location and cannot be field located around
the joist webs.
To maximize the duct openings in a joist girder, the joist
girder can be specified as a “VG” type. By aligning the
vertical web members of the girder with the joists it
supports, the duct opening in the girder, between the
joists, is maximized.
JOIST BOTTOM CHORD
SPLICE CONNECTION
NOTE:
QUANTITY AND ARRANGEMENT OF BOLTS
AND PLATES MAY VARY.
ALL BOLTS ARE TO BE HIGH STRENGTH.
(A325 OR A490)
TYP. SPLICE DETAIL
“VG” GIRDER
DUCT
steel
Corporation
14
MAXIMUM DUCT OPENINGS
DIMENSIONS OF FREE OPENINGS FOR VARIOUS JOIST AND JOIST GIRDER CONFIGURATIONS
NOTE: Since dimension P could vary with the final design, final dimensions of free openings should be verified with Canam.
P
P
P
D
S
H
R
H
8
10
12
14
16
18
20
22
24
10
10
12
12
12
12
12
12
12
D
S
R
D
S
S
L
L
WEB CONFIGURATIONS (in.)
H
P
P
OPENINGS (in.)
S
L
JOISTS
4.5
3.5
6.0
4.5
7.5
6.0
8.5
7.0
9.5
7.5
10.5
8.5
11.5
9.0
12.0
9.5
12.5
10.0
H
P
R
2.5
3.5
4.5
5.0
5.5
6.0
6.0
6.5
6.5
5.5
7.0
9.0
10.0
11.0
12.0
12.5
13.0
13.5
18
20
22
24
26
28
30
32
36
40
44
48
54
60
When duct-opening dimensions exceed the limits above,
some web members must be removed. The shear forces
are then transferred through the adjacent web members
of the top and bottom chords. The chords will need to be
reinforced; this will limit the maximum height of the free
opening as well. The maximum opening height should
be limited to the joist depth minus 8” (200 mm). If the
opening height cannot be limited to this value, contact
Canam.
Because the shear forces carried by the web members
increase along the joist toward the bearing, the location
of the duct opening is more critical near the bearings
where more shear forces must be transferred through the
top and bottom chords. For this reason, the duct-opening
center must be located away from a bearing by a distance
of at least 2.5 times the joist depth. The best location (for
economical reasons) is at the mid span of the joist.
24
24
24
24
24
24
24
24
24
24
26
28
32
36
H
P
30
36
42
48
54
60
24
24
24
24
24
24
D
OPENINGS (in.)
S
L
JOISTS
13.0
10.5
14.5
11.5
15.5
12.5
17.0
13.5
17.5
14.0
18.5
15.0
19.5
15.5
20.5
16.5
22.0
17.5
23.5
18.5
25.0
20.0
27.5
22.0
31.0
24.5
35.0
28.0
8.0
9.0
9.5
10.0
10.5
11.0
11.0
11.5
12.0
12.5
13.5
15.0
17.0
19.5
OPENINGS (in.)
D
S
L
JOIST GIRDERS
17.0
13.5
10.0
20.0
16.0
11.0
22.5
18.0
12.0
24.5
19.5
13.0
26.0
21.0
13.5
27.5
22.5
14.5
R
16.5
18.0
19.0
20.5
21.0
22.0
23.0
23.5
24.5
25.5
27.5
30.5
34.0
39.0
R
20.0
22.5
24.5
26.5
27.5
29.0
Location must be greater than
2.5 x H
4” min.
H
4” min.
steel
Corporation
15
ENGINEERING WITH OPEN WEB STEEL JOISTS
LOAD / SPAN DESIGN
SPECIAL LOADS
As an alternate to a standard joist designation in the load
tables, Canam can design and manufacture a special
“load/span” joist for the exact uniform load requirements.
A load/span joist should be designated as follows:
ddKSPtl/ll ie. 24KSP300/175
dd = depth in inches
tl = total load in plf
ll = live load in plf
Live load deflection will be governed by L/360 for floors
or L/240 for roof unless noted otherwise on the contract
drawings.
A load/span joist can be used for either K, LH or
DLH-Series.
PT.
LD.
LIVE LOAD=
DEAD LOAD=
PT.
LD.
SLOPED JOISTS
Canam’s design programs allow for the consideration of
numerous special loading conditions. Where special
loads, such as snow drifting or equipment loads, will
be placed on a joist, the loading information can best
be conveyed by using a load diagram such as the
sample shown here.
It is important for the load diagram to clearly indicate
which point loads are applied at the joist top chord, and
which are suspended from the bottom chord. And it is
important to clearly locate mechanical loads to avoid
delays in joist fabrication.
Unless specifically instructed otherwise, it is assumed
that field added strut angles will be utilized as described
on page 12.
Canam has two design capabilities which can be used to
help accommodate variable loading conditions. First, a
joist or girder can be designed with multiple loading
cases. Each element of the joist or girder is then sized to
handle the worst forces generated by any one of the
loading conditions. For example, a joist may have a case
one which has a uniform snow load and will create the
controlling bending moment. Case two might have a
snow drift together with a reduced uniform snow load,
which may be a more severe condition for shear.
A second capability is the ability to design for a traveling
load. For each element of the joist or girder, the forces
are determined for the most critical location of the load
along the joist length. Traveling loads can be specified as
being at any panel point along the top or bottom chord,
or at ANY point along the top or bottom chord. By
specifying a traveling load to be applied at ANY point,
miscellaneous loads within the specified limit can be
applied at any time during the life of the structure without
the need for reinforcement or field added members.
Canam’s engineering staff can help find solutions for
almost any special loading condition.
For sloped joists, the load and span shall be defined as
outlined below. This allows the use of the load tables for
joists with slopes larger than 1/2 inch per foot.
Span:
The span of a parallel chord sloped joist shall be defined
by the length along the slope. Minimum depth, loadcarrying capacity, and bridging requirements shall be
determined by the sloped definition of span. The
Standard Load Table capacity shall be the component
normal to the joist.
Load:
Where the design live load is applied vertically over
the plan length and the design dead load is applied
vertically over the sloped length, select a joist with
Load-Table capacity = LL*cos2 α + DL*cos α
Canam will automatically design for the component of
the load parallel to the joist which acts as a top chord
axial load.
LL
α
α
α
SP
AN
α
DL
LL * cos 2 α
α
PT.
LD.
DL * cos α
LOAD-TABLE
CAPACITY
steel
Corporation
16
END MOMENTS
Tie joists (joists at column lines) or joist girders can be
successfully used as part of a moment frame in the
structure. The frame analysis shall be performed by
the specifier, and the resultant wind/seismic and continuity moments shall be shown on the contract drawings.
For purposes of the frame analysis, the moment of inertia of a joist or joist girder can be approximated by the
formulas on page 50, 73, 76, and 78, respectively, in this
catalog. Detail A shows the suggested method of
presenting the moment values, as well as the directions
in which they will be applied.
M
WL
M
M
LL
LL
In addition to providing the end moment values on
the contract drawings, the specifier must give due
consideration to the connections in order to properly
develop the end moments. At the joist or girder bottom
chord, the connection can be made simply by welding
the bottom chord directly to the column stabilizer plate
(see Detail B). The typical gap provided between the
bottom chord angles is one inch.
As shown in Detail C, at the top chord considerable
eccentricity will develop if the connection is made at the
base of the bearing seat on a typical underslung end. A
moment plate shall be used to allow direct transfer from
the top chord to the column or abutting joist, similar to
Details D and E. The specifier shall show the size of the
plate and the required welds on the contract drawings.
These moment plates are not included in Canam’s bid,
unless specified otherwise.
M
WL
DETAIL A
Canam will presume that all continuity moments are
induced by the live load, and unless otherwise instructed
by the specifier, will presume that no dead load moment
is present. It is Canam’s standard practice to instruct the
joist erector to complete the connection of the bottom
chords to the columns only after all dead loads are
applied. Thus, the joist will act only as a simply supported truss for the dead load case.
Where end moments have been specified, Canam will
first design the joist or joist girder as a simply supported
member with the full gravity loads applied. This ensures
adequate strength during construction before the end
moment connection is completed, and also provides
additional redundancy to the structure in the event that
the moment connection is not successfully completed
in the field.
Canam will then apply all the appropriate combinations
of the wind/seismic and continuity moments as a separate load case. Each chord and web member in the joist
or joist girder will be designed for the worst condition of
either the simple span or end moment case.
P
e
M=Pxe
DETAIL C
MOMENT P
L TYP.
(NOT BY CANAM)
DETAIL D
DETAIL B
DETAIL E
steel
Corporation
17
STANDING SEAM ROOFS
Where a standing seam roof is attached directly to the
joist top chord, or any other instance where decking will
not provide lateral support on the top chord, Canam
will design a bridging system to provide the required top
chord lateral support, in accordance with the following
specifications of sections 5.8(g) or 104.9(g).
STANDING SEAM
ROOF SYSTEM
Ted Constant Center,
Old Dominion University,
Norfolk, VA
JOIST TOP CHORD
JOISTS LONGER THAN SJI
Canam has the capability to build joists, trusses, and joist girders with spans and depths beyond the limits of the Load
Tables. The DLH-series Load Table extends to depths of 72 inches and spans of 144 feet. Canam can fabricate special
joists with depths of over 10 feet and lengths over 200 feet.
Special consideration is required for these very large joists, and attempting to select a “standard” joist from a load table
may be an over-simplification of the true loading conditions and design requirements. Canam recommends that any joist
that exceeds the range of the DLH-series Load Table be labeled as a special joist with a load diagram provided to allow
accurate design of the joist.
The load diagram should clearly indicate if the joist self weight is included in the design loads, or if the loads shown are
only the superimposed loads to which self weight must be added. Due consideration must also be given to camber, deflection, bridging or bracing, and erection. Please consult Canam for assistance in specifying these joists.
Canam has extensive experience in providing joists beyond the range of the Load Tables, including these recent projects:
* Ford Field Stadium
Detroit, MI
128 joists - 120 inches deep, 166 feet long, shipped
in 2 pieces
* Ted Constant Convocation Center
Old Dominion University, Norfolk, VA
17 joists, 168 inches deep, 238 feet long, shipped
in 3 pieces
* Belmont University
Nashville, TN
in 3 pieces
* York High School
Elmhurst, IL
in 2 pieces
* Jordan Valley Park Expo Center
Springfield, MO
35 pieces, 96 inches deep, 150 feet long, shipped
in 2 pieces
* Dubuque Riverfront Education
Dubuque, IA
13 pieces, 168 inches deep bowstring, 150 feet long,
shipped in 2 pieces
* Idaho Sports Center
Nampa, ID
11 pieces, 120 inches deep scissors, 175 feet long,
shipped in 2 pieces
* Palm Beach County Convention Center
West Palm Beach, FL
in 2 pieces
* Mohegan Sun Podium
Uncasville, CT
in 3 pieces
* Angelo State University’s Junell Center
San Angelo, TX
in 3 pieces
steel
Corporation
18
Junell Center,
San Angelo, TX
Junell Center,
San Angelo, TX
Junell Center,
San Angelo, TX
steel
Corporation
19
SPECIAL SHAPES
• As a minimum, the dimensions and information
shown in the sketches must be provided for joists with
special profiles.
• Special shape joists do not to need to have a standard
SJI designation. The load/span method, as described in
this section, can be utilized for special shape joists with
supplementary load diagrams, as shown in the special
loads section.
• For joist lengths over 100 feet, a field bolted splice
will likely be required for shipment in halves or thirds.
Joist depths over 8 feet will require special shippping
arrangements.
• When the total depth of the joist profile reaches 15’-6”,
it cannot be shipped as a unit and some form of
field assembly will be required. For any joist shipped
in halves, thirds, or pieces, it is critical that the
“match-marked” parts be joined. The parts are not
interchangeable.
• Special consideration should be given to the camber
of special joists, particularly where they are adjacent to
other framing or deck supports. If Canam
is provided with the actual design dead load, special
camber can be provided.
GABLE JOIST
SCISSOR JOIST
Idaho Sports Center,
Nampa, ID
steel
Corporation
20
SPECIAL SHAPES
• Gable joists are commonly specified as bottom
chord bearing, as shown in the sketch. The specifier
should consider the use of the end walls as an
anchorage point for the joist bridging, which is critical
to provide lateral stability.
• Gable joists need not be symmetric. For any double
pitched configuration, an offset ridge can be provided.
• Note that barrel and scissor joists are modeled with
“pin and roller” supports and the truss will deflect
horizontally. The specifier must make provisions to
allow for this horizontal movement. Any special limitations on the amount of allowed horizontal deflection
must be clearly shown on the contract drawings.
• To obtain the most economical design, Canam will
vary the configuration of the joist web members within
the overall profile provided in the sketch on the contract
drawings. If a particular web geometry is required
to create specific openings for mechanical needs,
catwalks, or architectural reasons, these requirements
should be noted with the profile, and specific
dimensions locating the joist panel points should
be provided.
R=
BOWSTRING JOIST
BARREL JOIST
R=
R=
Buckeye Fried Chicken,
Columbus OH
Buckeye Fried Chicken,
Columbus OH
steel
Corporation
21
OSHA HIGHLIGHTS
These pages summarize the key provisions of the revised OSHA steel erection standard, 29 CFR Part 1926.757. The
complete OSHA rule for steel joists is included as an appendix to the Steel Joist Institute Specifications in this publication.
The two most critical elements to the safe erection of steel joists are to limit or eliminate the need to “walk” un-bridged joists,
and to properly and completely install the bridging as soon as possible. Canam advocates erection methods whereby
the erector is not required to “walk” an un-bridged joist to release the hoisting cable. This can be accomplished by using
erection stability bridging, working from a man-lift or other ground support, setting the joists in pre-assembled panels, or
using a self-releasing mechanism on the crane.
JOISTS AT COLUMNS
COLUMN JOIST
STABILITY
Joists at column lines, which are not framed in at least
two directions by solid web structural steel members,
shall have a field-bolted connection at the joist bearing
seat. In addition, joists at column lines must also have
bottom chord extensions (BCX’s). The BCX must extend
to a vertical stabilizer plate. The stabilizer plate is to be a
minimum size of 6 inches by 6 inches, with 3 inches
extended below the bottom chord with a 13/16 inch hole
to provide for a cable attachment.
Where a steel joist does not lie directly along the column
line, the joist nearest the column, on each side of the
column, shall have field-bolted bearing seats. However,
the bottom chord extensions may be omitted where it is
not practical to provide them near the column.
The OSHA rules require that steel joists at or near
columns that span 60 feet or less be designed with sufficient strength to carry the self-weight of the joists and the
weight of one erector. This allows the hoisting cable to be
released without the need for erection stability bridging.
It is only possible to meet this column joist requirement if
certain conditions are met, and these joists will be identified with the symbol “OC” on Canam’s framing plans to
show that they are OSHA column joists. In spite of this
requirement, Canam advocates alternate erection methods that allow the hoisting cable to be released without
an erector walking an unbridged joist.
For the joists identified as OSHA column joists (“OC”)
Canam will utilize a complex formula to check the erection
stability. This check will conservatively assume that
bottom chord extensions are not present to allow for the
possibility of column joists that are near, rather than at,
column lines and may not have BCX’s. If the column joist
does not initially pass the stability check, Canam will modify the joist design such that the joist will pass. Typically,
this will involve increasing the joist top chord size.
In order for a joist to be considered as an “OC” column
joist, it must have standard parallel chords with standard
under-slung bearing ends, and must have a slope of
1/4 inch per foot or less. In addition, the erector must
secure both ends with two wrench tight bolts (or the
equivalent for ends not at steel frames) and the joist must
be placed plumb and true.
For sloped, pitched, bottom bearing, or other special
column joists, it will not be possible to apply the stability
formula and check for erection stability. These column
joists will be identified as “DT” joists on Canam’s framing
plans, and will be supplied with a Danger Tag hung on the
joist to warn the erector that the joist has not been
designed to support an employee without bridging
installed, and alternate erection methods must be used.
Beyond 60 foot spans, OSHA does not have special
stability requirements for column joists. Column joists
that span more that 60 feet should be set in tandem with
all bridging installed or by the erector’s alternate means
of erection.
ERECTION STABILITY
BRIDGING
The “forty foot” rule no longer applies for the requirement of
a bolted diagonal bridging line. The spans in the shaded
portions of the Load Tables require a row of bolted diagonal
bridging. Note that there are many designations and spans
of less than forty feet that are shaded and require a row of
bolted diagonal bridging. But there are also many designations and spans greater than forty feet which are not
shaded and do not require a bolted diagonal bridging row.
BOLTED BEARING SEATS
Joists in bays of 40 feet or more shall be fabricated and
installed with a field-bolted connection from the joist bearing
seat to the steel frame. The bay length is the length from center to center of steel supports, or center of steel to face of wall.
An exception to this rule is made for those cases where constructibility does not allow the bolted connection, or where
multiple joists are pre-assembled and set in panels.
Typically, the field-bolted bearing seat connection will
be made with ASTM-A307 bolts in slotted holes and is
considered a temporary connection. The final connection
should be made by welding or as specified by the project
structural engineer of record.
steel
Corporation
22
OSHA HIGHLIGHTS
BOTTOM BEARING JOISTS
BUNDLE SIZES
AND PLACEMENT
Bolted diagonal bridging is required over or near the
support for all bottom chord bearing joists. This includes
both square-end joists, and cantilever-square-end joists.
Bridging bundles shall be limited to 1000 pounds
maximum. The bridging bundle shall be placed across a
minimum of three joists, within one foot of a secured end
of the joists.
Where Canam supplies metal decking, the deck bundles
shall be limited to 4000 pounds maximum. The deck
bundles should not be placed before the joist ends are
attached and all bridging has been installed, except
where the OSHA rule allows the deck bundle to be
placed after only one row of bridging is installed and
other special conditions are met.
This is a general summary of the OSHA requirements, but is not intended to constitute legal
advice. Canam does not assume responsibility for
compliance with OSHA requirements.
This is a sample Danger Tag which is hung on joists
marked “DT” on the drawings.
This block of notes will appear on all of Canam’s
framing plans.
ERECTORS NOTE:
ALL JOISTS IN BAYS WITH CENTER OF STEEL TO CENTER
OF STEEL OR CENTER OF STEEL TO INSIDE FACE OF WALL
OF 40’-0” OR GREATER ARE TO BE BOLTED FOR ERECTION
AT STEEL BEARING ENDS. THIS REQUIREMENT MAY BE
WAIVED UNDER CERTAIN CONDITIONS. CONSULT THE OSHA
SAFETY STANDARDS FOR SPECIFICS. THE FINAL
CONNECTIONS ARE TO BE WELDED AS INDICATED ON
THESE DRAWINGS.
- COLUMN JOIST OR JOIST NEAR A COLUMN DESIGNATED
AS (OC), SHALL NOT BE RELEASED FROM THE HOISTING
LINE UNTIL THE JOIST IS DETERMINED TO BE PLUMB
AND TRUE AND EACH END IS SECURED WITH AT LEAST
TWO BOLTS OF THE SAME SIZE AND STRENGTH AS SHOWN
ON THESE DRAWINGS, DRAWN UP WRENCH TIGHT OR
EQUIVALENT.
- IF A COLUMN JOIST IN BAYS 60’-0” OR LESS IS
DESIGNATED AS (DT):
* THIS JOIST HAS NOT BEEN DESIGNED TO
SUPPORT AN EMPLOYEE WITHOUT BRIDGING
INSTALLED.
* THIS JOIST IS NOT AN OSHA JOIST DESIGNED
FOR STABILITY PER SUBPART R 1926.757 (3)
DUE TO ITS SPECIAL PROFILE OR SLOPED
CONDITION.
* SPECIAL ERECTION METHODS MUST BE
INCORPORATED.
* DO NOT ALLOW EMPLOYEES ON THIS JOIST
UNTIL ADEQUATELY STABILIZED.
CONSULT THE OSHA SAFETY STANDARDS FOR SPECIFICS.
- IN BAYS GREATER THAN 60’-0”, JOIST AT OR NEAR
COLUMNS SHALL BE ERECTED IN TANDEM (PAIR) WITH AN
ADJACENT JOIST. ALL BRIDGING MUST BE INSTALLED
BEFORE LIFTING AND THE PAIR OF JOISTS MUST BE
SECURED TO THEIR SUPPORT BEFORE RELEASING THE
HOISTING LINE. THIS REQUIREMENT MAY BE WAIVED UNDER
CERTAIN CONDITIONS. CONSULT THE OSHA SAFETY
STANDARDS FOR SPECIFICS.
steel
Corporation
23
FLOOR VIBRATION
Floor vibration has become a structural design issue due
to the increased use of longer spans, more open areas
and lighter floor systems. The building structural
designer must analyze floor vibration and its effect on the
building end users and specify the proper characteristics
to reduce vibration.
The behavior of two-way flooring systems has been
studied using models and in-situ testing. Several
simplified equations to predict floor behavior and
damping values for walking induced vibration have been
established according to the type of wall partitions and
floor finishes. These equations are now part of Steel
Design Guide #11, jointly published by the American and
Canadian Institutes of Steel Construction in 1997. This
guide covers different types of floor vibrations and is one
of the main references on the subject.
The formulas shown in Steel Design Guide #11 allow the
user to define the vibration characteristics of a floor
system: the initial acceleration produced by a heel drop
and the natural frequency of the system. These two
parameters allow the designer to verify if the floor system
will produce vertical oscillations in resonance with
rhythmic human activities or with enough amplitude to
disturb other occupants.
The amplitude of the vibrations will decay according to
the type of partitions, ceiling suspensions, and floor
finish. The decay rate will also influence the sensitivity of
the occupants.
Information about the use and architectural finishes of a
building is not readily available to the joist supplier. The
joist supplier usually receives only the floor drawings and
general joist specifications and designation. This is the
information that is used for joist design.
Furthermore, when a project structural engineer has
predetermined the design of a joist including spacing,
depth, span, bearing support, and dead loads, the joist
design alone cannot be easily modified to reduce floor
vibration induced by walking below the annoyance
threshold for the other occupants.
The following example of this situation is for office floors
where the annoyance threshold is defined as a floor
acceleration of 0.5% of the gravity acceleration and with
enough partitions to provide moderate damping. For
floors in a shopping mall, the threshold would be an
acceleration of 1.5% of the gravity acceleration. This
higher threshold means that the occupants are less
disturbed by vibrations produced by walking loads.
because of the relative lack of stiffness of such a bearing
seat. The beam span is 24’-0’’ (7 315 mm) with joists
bearing from both sides and acts as a single span.
The floor is made of a 4’’ (100 mm) concrete slab, including the 1 1/2’’ (38 mm) steel deck profile. The loads are
as follows:
Structural steel
5 psf (0.24 kPa)
Steel joists
4 psf (0.19 kPa)
Deck-slab of 100 mm
38 psf (1.82 kPa)
Ceiling, mechanical & floor finish 10 psf (0.48 kPa)
Partitions
20 psf (0.96 kPa)
DEAD LOAD TOTAL
77 psf (3.69 kPa)
LIVE LOAD
50 psf (2.40 kPa)
From the SJI K-Series load table, select a joist with
a 30’-0’’ span to support the following loads:
w = 4’ x (72 + 50) = 488 plf
A joist with a 20K10 designation will support 533 plf for
a 30’-0’’ span and a uniform load of 336 plf will produce
a deflection equal to the span of 360 which is fine since
the live load is 200 plf.
By reducing the simple span deflection formula under
uniform load for span/360, we obtain the following
approximation of the moment of inertia:
Ijoist = W360 x (span)3 / 38,000, where
Ijoist = moment of inertia in in.4
w360 = uniform load producing a deflection equal to span / 360 in. plf
Span = span of joist in feet
Ijoist = 336 x (30)3 / 38,000 = 238 in.4
The center of gravity of the joist steel cross section can
be assumed to be at mid depth.
Ajoist chords = Ijoist / (depth / 2)2 = 2.38 in.2
The beam can be chosen from the AISC selection tables
as W18 x 60 with Fy = 50 ksi and a moment of inertia
of 984 in.4.
ALTERNATE 1:
If a slab of 5’’ instead of 4’’ is used, the dead load increases and the size of the joists and beams may also
increase.
Structural steel
5 psf (0.24 kPa)
Steel joists
4 psf (0.19 kPa)
Deck-slab of 5”
50 psf (2.40 kPa)
Ceiling, mechanical & floor finish 10 psf (0.48 kPa)
Partitions
20 psf (0.96 kPa)
DEAD LOAD TOTAL
89 psf (4.27 kPa)
LIVE LOAD
50 psf (2.40 kPa)
TYPICAL OFFICE FLOOR INITIAL DESIGN:
In the example, the floor area is 90’ by 96’, the joists have
a 30’-0’’ (9 150 mm) span, a 20’’ (approx. 500 mm) depth,
and are spaced at 4’-0’’ (1 220 mm) on center. The joists
are bearing on beams at both ends on 2 1/2’’ (65 mm)
deep seats. The assumption is that the beams will be
only partially composite for vibration calculations
From the SJI K-Series load table, select a joist with
a 30’-0’’ span to support the following loads:
w = 4’ x (84 + 50) = 536 plf
steel
Corporation
24
FLOOR VIBRATION
The same 20K10 joist will work for a 30’-0’’ and the
properties will be the same.
ALTERNATE 3:
Combining the changes of alternates 1 and 2, we
evaluate a 5’’ slab on 20K10 joists spaced at 2’-0”
on center.
Using the data of those 4 conditions, with the proposed
equations of Steel Design Guide #11 and considering
an open floor even if the structure is designed for a
possible partition load, we obtain the vibration properties
shown in the comparison table below:
Ijoist = 336 x (30)3 / 38,000 = 238 in.4
Ajoist chords = Ijoist / (depth / 2)2 = 2.38 in.2
This time, the beam chosen from the AISC selection
tables is W18 x 65 with Fy = 50 ksi and a moment of
inertia of 1,070 in.4.
ALTERNATE 2:
Starting from the base example, consider that the
structural engineer of the building clearly indicates that
the size of the joists should be doubled to reduce floor
vibration. Since there are no standard K-Series joists with
the same depth that are twice the size of a 20K10, we
will double up the joists by spacing the 20K10 joists
at 2’ on center.
COMPARISON OF VARIOUS ARRANGEMENTS
PARAMETERS
INITIAL
DESIGN
ALTERNATE 1
ALTERNATE 2
ALTERNATE 3
INCREASED
THICKNESS
OF SLAB
DOUBLE JOIST
OF SAME SIZE
DOUBLE JOIST
OF SAME SIZE
AND INCREASED
THICKNESS OF SLAB
Peak acceleration ao with open floor
(% g)
1.11%
0.87%
0.81%
0.65%
Peak acceleration ao with some partitions
(% g)
0.74%
0.58%
0.54%
0.44%
Peak acceleration ao with full height partitions
(% g)
0.44%
0.35%
0.32%
0.26%
System frequency f
(Hz)
4.7
4.6
5.1
5.2
Joist length
(ft.)
30’-0”
30’-0”
30’-0”
30’-0”
Joist depth
(in.)
20
20
20
20
Joist spacing
(ft.)
4’-0”
4’-0”
2’-0”
2’-0”
Joist moment of inertia (steel)
(in.4)
238
238
238
238
Deck depth
(in.)
1.5”
1.5”
1.5”
1.5”
Slab-deck thickness
(in.)
4”
5”
4”
5”
Slab-deck-joist dead weight
(psf)
38
50
38
50
Additional participating load
(psf)
Beam size
Beam span
(ft.)
20
20
20
20
W18 x 60
W18 x 65
W18 x 60
W18 x 65
24’-0”
24’-0”
24’-0”
24’-0”
This comparison shows that the vibration characteristics improve by adding dead weight or by doubling the joists.
One must note that the alternates 1 and 2 used did not sufficiently improve the vibration properties of the floor to lower
their amplitude to below the annoyance threshold for offices. Additional calculations shown as alternate 3 indicate that using
a 5’’ deck-slab with a 100% increase in the joist sections would lower the peak acceleration to below the annoyance
threshold of 0.5% of g.
The building designer controls the main parameters affecting floor vibration characteristics and he or she must make
the vibration calculations to find an economical solution. The information supplied in this catalog will allow the structural
engineer to evaluate the vibration properties of the floor joists during the initial design.
The project structural engineer should always specify the proper slab thickness and the minimum moment of inertia
of the steel joists to have a floor with vibration characteristics below the annoyance threshold based on the type of
occupancy. The joist designer will then verify conformance to the minimum moment of inertia required by the building
designer for the joists.
steel
Corporation
25
JOIST SUBSTITUTES
The Steel Joist Institute has introduced a joist substitute
series, the 2.5K series. SJI load tables and specifications
can be found on page 37 of this catalog. Joist substitutes
are intended to be used for relatively short spans. It is
more economical to use joist substitutes rather than joists
for spans of 10 feet and under. Canam has extended the
load tables to allow the specifier to make proper selection
of joist substitutes. Joist substitutes are solid members
made of angles, channels, or tube steel.
JOIST SUBSTITUTES
2.5K1
2.5K2
0.600
1.50
0.800
4’
5’
6’
7’
8’
9’
10’
550
550 / 338
374 / 189
270 / 116
204 / 76
0.834
2.09
1.103
2.5K3
1.200
3.00
1.502
ALLOWABLE LOADS (plf)
550
550 / 465
519 / 260
375 / 160
284 / 105
222 / 73
550
550
550 / 354
540 / 218
408 / 143
319 / 99
256 / 71
The figures in red represent the maximum live load to
create a L/360 deflection. If L/240 is acceptable, these
figures can be multiplied by 1.5.
SPAN
2”
S (in.3)
Mr (k-ft.)
I (in.4)
Span (ft.)
DESIGN SPAN
2”
2 1/2” U.N.O.
4” MIN ON MASONRY
2 1/2” MIN ON STEEL
Joist substitutes can be used in many conditions. They can be used in combination with LH-Series joists. In these cases,
a deeper joist substitute will be supplied or seats will be installed on a regular 2 1/2” deep section as shown below.
5”
Joist substitutes can be used on sloping roofs. Seat depth for sloped joist substitutes should be selected as per the table
on page 13 of this catalog.
steel
Corporation
26
OUTRIGGERS AND EXTENSIONS
Joist substitutes are often used at building edges to
create overhangs. Careful attention must be paid to the
cantilever part in selecting the proper section. The deflection at the end will depend greatly of the loading condition
of the back span. Canam does not recommend an extension length that will be greater than the back span.
Back span
OUTRIGGERS AND EXTENSIONS
2.5K1
2.5K2
2.5K3
Cantilever
S (in.3)
Mr (k-ft.)
I (in.4)
Cantilever (ft.)
0.600
1.50
0.800
2’
2’-6”
3’
3’-6”
4’
4’-6”
5’
550
480
333
245
188
0.834
2.09
1.103
1.200
3.00
1.502
ALLOWABLE LOADS (plf)
550
550
463
341
261
206
550
550
550
490
375
296
240
HEADERS
Headers are to be used when an opening larger than the joist spacing is required. It is important for the specifier to
provide the magnitude of the load acting on the header as well as the loads created by the header on its
supporting members.
Loads X, Y, Z
must be provided
by the specifier.
Z KIPS
B
A
A
X KIPS
Y KIPS
X KIPS
B
HEADER
SECTION A-A
JOIST
SECTION B-B
steel
Corporation
27
DESIGN ECONOMY
There are many factors that influence the most
economical joist and joist girder selections for a
given project. Please contact any of Canam’s
sales representatives for assistance in evaluating
or comparing design options on your project.
L
The K-Series Economy Table, beginning on
page 57, and the new and improved Joist Girder
Weight Tables, beginning on page 86, can be
used as an aid in making selections for
individual spans. Please be aware that the
economy table is based solely on the theoretical
weight of the joists, and does not reflect the
labor and other expenses that would be involved
in fabricating and shipping the joists.
JOISTS
1.5 x L
GIRDER
A number of other items for consideration
regarding design economy are offered on these
pages.
• “Deeper is Cheaper”. For a given span and
load, a deeper joist or girder will be lighter
and cheaper. Take advantage of the available
headroom and clearance.
GIRDER
• An optimal rectangular bay will typically have a
ratio of joist to joist girder span of about 1.5.
• Try to use wider joist spacings. While a five foot
joist spacing is very common for roofs, the
limitations of the deck and other requirements,
such as Factory Mutual, can often be met with a
spacing of five to six feet that results in one less
joist per bay.
• Canam manufactures joists by depth. Changing
chord sizes and maintaining one depth is
cheaper than using many depths. For example,
in a skewed bay, each joist is a different length
and could be a different depth. Consider
maintaining the typical depth halfway into the
skewed corner, then change the joist depth one
time for the shorter spans, and use joist subs in
the corner.
• A “load-span” design (see page 16) is more
economical than a standard “catalog” joist.
Likewise, a special design joist for a particular
load diagram is cheaper than double joists or
KCS-series joists.
• A joist outside the red-shaded portion of the load
tables, which will use only horizontal bridging,
will be less expensive than a joist in the
red-shaded area that requires a row of bolted
diagonal bridging.
• Use joist girders rather than wide flange beams.
For typical loadings and configurations, a joist
girder will be deeper, and hence lighter, than a
wide flange beam, while still allowing openings
for electrical, mechanical, and fire protection
penetrations.
• Provide moment plates or strap angles for axial
load and end moment transfer at the joist or joist
girder bearing seats.
• Use joist substitutes for all joist spans under
ten feet long.
• Limit the thickness of welded connections to
steel joists by increasing the length of weld
where necessary. Thicker welds may require the
thickness of certain joist elements to be
increased just to match the weld thickness.
• For rectangular bays, it is generally better to run
the joists in the long direction and the girders
in the short direction.
steel
Corporation
28
DESIGN ECONOMY
• For a K-series joist, a 2-1/2 inch deep seat is
most economical, but other seat depths are
readily available. It may be more economical to
mix LH-series and K-series joists with five inch
deep seats than to specify all LH-series joists
just to establish a five inch bearing seat depth.
• By default, joist top chord extensions are
designed for the same uniform load given in the
Load Tables for the designation and span.
Where the load capacity approaches the
K-series maximum of 550 plf, the selected joist
may conservatively have excess capacity.
However, designing a long top chord extension
for a load approaching 550 plf may be difficult
to accomplish, and it is recommended in these
cases that the top chord extension load tables
be used, and a specific “S” or “R” type extension
be specified.
• Extra joist load carrying capacity is cheaper than
field reinforcement for additional loads later on.
Any field reinforcement is likely to cost more
than the cost of the entire original joist.
• For over-sized joist spans and depths, keep the
following shipping restrictions in mind:
• Bolted bearing seats as required by OSHA for
bays of 40 feet and longer cost money. The
expense of the holes can be avoided with any
bay length less than forty feet, or by panelizing
the joists for erection.
Lengths of over 60 feet require escorts in
some states.
Lengths of over 50 feet require special
permits in some states.
Lengths in excess of 100 feet require a field
bolted splice to allow shipment in two halves.
• Un-painted joists cost less than painted joists.
Overall depths of up to 8’-6 can ship as a
standard load.
• Avoid joist load diagrams that depict joist web
members unless a specific joist geometry
is required. The joist design will be most
economical when the joist manufacturer is free
to configure the joist webs.
Beyond 8’-6, special permits and/or escorts
may be required in some states.
An overall depth of more than 15’-6 becomes
impossible to ship, and a “piggyback” joist
configuration must be used.
• A bowstring joist, with only the top chord
roll-formed, is considerably cheaper than a
barrel joist with both chords roll-formed.
DOUBLE-PITCHED
“CAP”
0”
TRIPLE-PITCHED
JOIST
PIGGY-BACK TRUSS
steel
Corporation
29
OPEN WEB, LONGSPAN, AND DEEP LONGSPAN STEEL JOISTS, AND JOIST GIRDERS
2002 REVISIONS
Page Section
31
32
General
History
Publications
LRFD
33
37
40
40
40
41
41
46
46
47
48
Fire-Resistance
Joist Substitutes
Section 2.
Section 3.1
Section 3.2
Section 3.3
Section 4.2(b)
Section 5.6(a) & (b)
Section 5.8(g)
Section 5.13
Section 6.(a)(1)
63
63
63
64
64
65
70
70
71
71
Section 101.
Section 102.1
Section 102.2
Section 102.3
Section 102.4
Section 103.2(d)
Section 104.7(a) & (b)
Section 104.9(g)
Section 104.14
Section 105.(A)(1)
78
79
79
79
80
80
81
83
104
105
107
JG Introduction
Section 1001.
Section 1002.1
Section 1002.2
Section 1002.3
Section 1002.4
Section 1003.2(d)
Section 1004.6(a) & (b)
References
Appendix “A”
Appendix “B”
111
Appendix “C”
Change
General Revisions Introduced For Conformance to OSHA 29 CFR Part §1926.757
Added 2002 Paragraph
Revised Pricing. Added Technical Digest #11, The 75-Year Manual, Specifying Steel
Joists with LRFD, and the SJI Video for the Safe Erection of Steel Joists.
Removed one page Conversion Method (Refer to SJI GUIDE for Specifying Steel
Joists with LRFD)
Updated listing of Assemblies Ratings
Added section on Joist Substitutes.
Revised definition for “Yield Strength” to agree with ASTM A370.
Revised materials listing to conform with 2001 ASTM Specifications.
Updated ASTM materials listing
Paint – revised wording.
Added wording for crimped, first primary compression web.
Revised wording to conform to OSHA standard.
New paragraph for using joists with Standing Seam Roofing (SSR).
New Section
Revised to require bolts used in bolted seat connection to be tightened to a minimum
snug tight condition.
Revised Materials listing to conform with 2001 ASTM Specifications.
Updated ASTM Material listings.
Updated AWS electrode listing.
Paint – revised wording.
New paragraph for using joists with Standing Seam Roofing (SSR).
New Section
Revised to require bolts used in bolted seat connection to be tightened to a minimum
snug tight condition.
Revised all Joist Girder seat depths to 7¹⁄₂ inches.
Revised Materials listing to conform with 2001 ASTM Specifications.
Updated ASTM Material listings.
Paint – Revised wording.
New
New - Steel Joist Institute “Bay Length Definitions”
New - OSHA Steel Erection Standard 29 CFR Part 1926, Safety Standards for Steel
Erection, Paragraph §1926.757 Open Web Steel Joists.
New - OSHA Appendix “C” Illustrations of Terminus Points.
30
THE STEEL JOIST INSTITUTE
1966 – Development and introduction by the SJI and
AISC of the LJ-Series joists, which replaced the
LA-Series Joists. Also, the development of a single
specification for both the LJ- and the LH-Series joists,
with the use of 36,000 psi minimum yield strength steel
for the LJ-Series, and 36,000 psi to 50,000 psi minimum
yield strength steel for the LH-Series.
1970 – Introduction of the LH- and DLH-Series joists
to include depths through 72 inches and spans through
144 feet.
1971 – Elimination of the number 2 chord sizes and
the addition of joist designations 8J3 and 8H3 to the
load tables.
1972
(a) Adoption by the SJI and AISC of a single
specification for the LJ-, LH-, DLJ-, and DLH-Series
joists.
(b) Adoption by the SJI and AISC of the expanded specifications and load tables for the Open Web steel
joists which increased the depths through 30 inches, and
the spans through 60 feet, plus adding chord sections
9,10, & 11.
1978
(a) Elimination of the J-, LJ-, and DLJ-Series
joists because of the widespread acceptance of high
strength steel joists.
(b) Introduction of joist girders, complete with
specifications and weight tables, in response to the
growing need for longer span primary structural members with highly efficient use of steel.
1986 – Introduction of the K-Series joists, which replaced
the H-Series joists. The reasons for developing the
K-Series joists were (1) to achieve greater economies by
utilizing the Load Span design concept; (2) To meet the
demand for roofs with lighter loads at depths from 18
inches to 30 inches; (3) To offer joists whose load carrying capacities at frequently used spans are those most
commonly required; (4) To eliminate the very heavy joists
in medium depths for which there was little, if
any, demand.
1994
(a) Introduced the “KCS” joists to the K-Series in
response to the need for a joist with a constant moment
and constant shear. The “KCS” Joist is an alternative joist
to be used in special loading conditions.
(b) Addition of metric nomenclature for all joist
and joist girder Series in compliance with government
and industry standards.
(c) Addition of revised stability criteria.
2002
(a) Introduced joist substitutes.
(b) K, LH/DLH and joist girder specifications
approved as American National Standards (ANS).
HISTORY
Formed five years after the first open web steel joist was
manufactured, the Institute has worked since 1928 to
maintain sound engineering practice throughout our
industry. As a non-profit organization of active manufacturers, the Institute cooperates with governmental and
business agencies to establish steel joist standards.
Continuing research and updating are included in
its work.
The first joist in 1923 was a Warren truss type, with top
and bottom chords of round bars and a web formed from
a single continuous bent bar. Various other types were
developed, but problems also followed because each
manufacturer had his own design and fabrication
standards. Architects, engineers and builders found it
difficult to compare rated capacities and to use fully the
economies of steel joist construction.
Members of the industry began to organize the Institute,
and in 1928 the first standard specifications were
adopted, followed in 1929 by the first load table. The
joists covered by these early standards were later
identified as open web steel joists, SJ-Series.
Other landmark adoptions by the Institute include the
following:
1953 – Introduction of Longspan steel joists, L-Series.
Specifications and a standard load table, covering spans
through 96 feet and depths through 48 inches, were
jointly approved with the American Institute of Steel
Construction.
1959 – Introduction of the S-Series joists, which replaced
the SJ- Series joists. The allowable tensile stress was
increased from 18,000 to 20,000 psi, joist depths were
expanded through 24 inches, and spans increased
through 48 feet.
1961
(a) Introduction of the J-Series joists, which
replaced the S-Series joists. The allowable tensile stress
was increased from 20,000 psi to 22,000 psi, based on the
use of steel with a minimum yield strength of 36,000 psi.
(b) Introduction of the LA-Series joists, which
replaced the L-Series joists. The LA-Series Joists
allowed a tensile stress of either 20,000 psi or 22,000 psi,
depending on the yield strength of the steel.
(c) Introduction of the H-Series joists, whose
design was based on steel with a minimum yield strength
of 50,000 psi, and an allowable tensile stress of 30,000 psi.
1962 – Introduction of the LH-Series joists, utilizing steel
whose minimum yield strength was between 36,000 psi
and 50,000 psi.
1965 – Development of a single specification for both the
J- and H- Series joists by the Steel Joist Institute and
the American Institute of Steel Construction.
(c) Revisions to K-Series Section 6., LH/DLH
Section 105 and Code of Standard Practice for Conformance to OSHA Steel Erection Standard §1926.757.
31
THE STEEL JOIST INSTITUTE
(d) Addition of Standing Seam Roof Specification –
K-Series Section 5.8(g) and Longspan Section 104.9(g).
(e) Addition of Definition for Parallel Chord Sloped
Joists – K-Series Section 5.13 and Longspan Series
Section 104.14.
SERVICES TO NONMEMBERS
The Institute’s facilities for checking the design of K-, LH-,
and DLH-Series Joists or Joist Girders are available on a
cost basis.
The Steel Joist Institute does not check joist designs for
specific construction projects. Fabrication to Institute
Specifications is the responsibility of the individual manufacturer.
POLICY
The manufacturers of any standard SJI Products shall be
required to submit design data for verification of compliance with Steel Joist Institute Specifications, undergo
physical design verification tests (on K-Series only), and
undergo an initial plant inspection and subsequent
in-plant inspections for all products on which they wish to
be certified.
SJI member companies complying with the above
conditions shall be licensed to publish the appropriate
copyrighted SJI Specifications and Load Tables.
STEEL JOIST INSTITUTE PUBLICATIONS
PREPAYMENT IS REQUIRED
A. Catalogue of Standard Specifications, Load
Tables and Weight Tables for Steel Joists and Joist
Girders. . . . . . . . . . . . . . . . . . . . . . . . . . . . . $20.00
B. The following TECHNICAL DIGESTS are also available from the Institute:
#3 Structural Design of Steel Joist Roofs to Resist
PONDING LOADS . . . . . . . . . . . . . . . . $15.00
#5 VIBRATION of Steel Joist – Concrete Slab
Floors . . . . . . . . . . . . . . . . . . . . . . . . . . $15.00
#6 Structural Design of Steel Joist Roofs to Resist
UPLIFT LOADS . . . . . . . . . . . . . . . . . . $15.00
#8 WELDING of Open Web Steel Joists . . $15.00
#9 HANDLING AND ERECTION of Steel Joists
and Joist Girders. . . . . . . . . . . . . . . . . . $15.00
#11 Design of JOIST GIRDER FRAMES. . . $15.00
(Set of Digests #3, #5, #6, #8, #9, & #11) . . . .
$75.00
C. 75-Year Steel Joist Manual . . . . . . . . . . . . . $ 75.00
D. Computer Vibration Program . . . . . . . . . . . $125.00
E SJI Video #1 – Introduction to Steel Joists . . $35.00
F. Specifying Steel Joists With LRFD. . . . . . . . $15.00
G. SJI Video #2 – The SAFE ERECTION of Steel Joists
and Joist Girders . . . . . . . . . . . . . . . . . . . . $125.00
[All prices include handling, plus either U.P.S. or 1st Class
postage within the United States and its Possessions]
For shipping outside USA please add $15.00 for
shipping and handling.
Visit the SJI Web Site at <steeljoist.org> for a complete
listing of SJI publications and a copy of the standard
order form.
Send check or money order (U.S. currency only) payable
to:
Steel Joist Institute
3127 10th Avenue North
Myrtle Beach, SC 29577-6760
Phone 843.626.1995
FAX
843.626.5565
MEMBERSHIP
Open to manufacturers who produce, on a continuing
basis, joists of the K-, LH/DLH-Series, and/or joist
girders, conforming to the Institute’s Specifications and
Load Tables. Membership requirements differ as
described below.
APPLICANTS BASED ON K-SERIES JOISTS
The Institute’s Consulting Engineer verifies that designs
conform to the Institute’s Specifications and Load Tables.
This comprises an examination of: (1) Complete engineering design details and calculations of all K-Series
joists, bridging and accessories for which standards have
been adopted; (2) Data obtained from physical tests of a
limited number of joists, conducted by an independent
laboratory, to verify conclusions from analysis of the
applicant’s engineering design details and calculations.
An initial plant inspection and subsequent periodic inspections are required to ensure that the applicant/member
possesses the facilities, equipment and personnel
required to properly fabricate the K-Series Joists.
APPLICANTS BASED ON LH- OR DLH-SERIES
JOISTS OR JOIST GIRDERS
Designs are checked by the Consulting Engineer.
Periodic in-plant inspections (but no physical tests)
are required.
RESPONSIBILITY FOR PRODUCT QUALITY
The plant inspections are not a guaranty of the quality of
any specific joists or Joist Girders; this responsibility lies
fully and solely with the individual manufacturer.
32
FIRE-RESISTANCE RATINGS WITH STEEL JOISTS
Hundreds of fire tests on steel joist-supported assemblies
have been conducted at nationally recognized testing
laboratories in accordance with ASTM Standard E119,
ANSI A2.1/UL 263, and NFPA 251. Because of practical
loading restrictions and limitations of furnace dimensions,
the vast majority of these tests were run using lightweight
joists – normally from 8 inches to 14 inches deep. This
practice was advantageous in that it established the
minimum acceptable joists at the shallow and lightweight
end of the joist load tables.
The specified minimum size joist as listed in
Underwriters Laboratories (U.L.) Fire Resistance
Designs is the joist which combines the required
minimum depth and minimum weight per foot. Joists, of
the same series, which meet, or exceed the specified
minimums may be used provided the accessories are
compatible. The dimension from the bottom chord of
joists to the ceiling, whether given or calculated, is
a minimum.
K-Series Joists, LH Series joists and joist girders
specified in floor- or roof-ceiling assemblies, shall be
designed and manufactured in accordance with the Steel
Joist Institute’s Specifications adopted November 4,
1985, revised to May 1, 2000.
Many of U.L.’s Fire Rated Assemblies now specifically list
K-Series joists. When a K-Series joist is specified in a
particular U.L. assembly the K-Series joist shall have its
design stress limited only if the assembly specifically
limits the design stress of the K-Series joist.
K-Series joists may be substituted for S-, J-, and/or
H-Series joists specified in U.L. floor-, or roof-ceiling
designs as follows:
Floor-Ceiling Assemblies:
K-Series steel joists of equal or greater depth
weight per foot may be substituted for any S-, J-,
and/or H-Series Joist in any floor-ceiling design
which employs a structural concrete floor and
suspended membrane ceiling.
Roof-Ceiling Assemblies:
K-Series steel joists of equal or greater depth and
weight per foot may be substituted for any S-, J-,
and/or H-Series Joists in any roof-ceiling design with
the following restrictions:
a) Minimum Nominal Depth = 10 inches (254 mm)
b) Maximum Tensile Stress = 26 KSI (179 MPa)
Any stress limitation specified in a U.L. floor or roof fire
rated assembly containing S, J and/or H Series Joists
shall remain applicable when a K-Series joist is
substituted. Also, certain U.L. assembly designs contain
restrictions regarding minimum allowable joist member
sizes, areas of steel, and/or bridging material sizes.
These restrictions remain applicable when a K-Series
Joist is substituted and it is the responsibility of the
specifying professional to list all such restrictions on
the contract drawings.
The following procedure may be used to substitute the
proper K-Series joist for any S-, J-, and/or H-Series joist
listed in a U.L. design assembly.
1. Determine the uniform load per foot the joist is
required to support.
2. Select a design from the U.L. “Fire Resistance
Directory” that matches the building construction and
has the required fire rating.
3. a) Floor Assemblies: x x x x x x x x x x x x x x x x
Adjust the design load per foot calculated in
step #1 for any required reduction in stress level
by multiplying the load by a factor of 30 ksi
(207MPa) divided by the specified stress level,
i.e. [30/24 (207/165), 30/22 (207/152) etc.].
b) Roof Assemblies: x x x x x x x x x x x x x x x x
Adjust the design load per foot calculated in
step #1 by multiplying by the factor of 30/26
(207/179), or a greater factor if the particular
assembly design requires a lessor stress level.
4. Enter the K-Series Economy Table and select the
proper joist for the calculated load requirement.
5. Insure that the K-Series joist selected has a depth
and load table weight per foot equal to, or greater
than, the S-, J- and/or H-Series joist listed in the
U.L. Design. Joists used in roof assemblies must
have a minimum depth of 10 inches (254 mm).
So that the proper K-Series joist can be selected for
U.L. Designs not presently containing a K-Series
designation the weights of various S-, J-, and H-Series
joists used in the U.L. Fire Resistance Designs are
listed below:
Load Table
Load Table
Joist
Joist
Weight
Weight
Designation
Designation
lbs./ft.
lbs./ft.
8S2
4.0
14J5
7.3
10S3
5.0
14J7
9.7
8J2
10J2
10J3
10J4
12J2
12J3
12J4
12J5
12J6
33
4.2
4.2
4.8
6.0
4.5
5.1
6.0
7.0
8.1
8H2
8H3
10H2
10H3
10H4
12H4
12H5
4.2
5.0
4.2
5.0
6.1
6.2
7.1
FLOOR-CEILING ASSEMBLIES WITH MEMBRANE PROTECTION
CONCRETE FLOOR
FORM DECK
STEEL JOIST
MEMBRANE
PROTECTION
Restrained
Assembly
Rating
1 Hr.
Type of
Protection
System
Concrete
Primary Support
Member
Min. Depth & Wt.
See Note #3
Minimum
Joist Size
See Note #3 & #4
Maximum
Joist Spacing
See Note #2
NW
10K1
72"
LW, NW
12K1, 18LH02
Unrestricted
2 1/2 "
2"
2 1/2 "
2"
NW
NW
NW
LW, NW
10K1
10K1
10K1
12K1
48"
48"
48"
48"
20G @13.0 plf.
20G @13.0 plf.
20G @13.0 plf.
----
G228
G229
G243
G502
2 1/2 "
LW, NW
16K6
Min. 3/4" dia. web
Unrestricted
20G @20.0 plf.
G701
Sprayed
Fiber
2 1/2 "
LW, NW
16K6
Min. 3/4" dia. web
Unrestricted
20G @20.0 plf.
G801
Concealed
Grid
2 1/4"
2 1/2"
2 1/2"
NW
NW
NW
10K1
8K1, 10K1
10K1
48"
48"
48"
20G @13.0 plf.
20G @13.0 plf.
20G @13.0 plf.
G023
G031
G036
2 1/2 "
NW
NW
NW
NW
NW
10K1
10K1
10K1
10K1
10K1
48"
48"
48"
48"
72"
G213
G227
G228
G243
G256
LW, NW
NW
12K1, 18LH02
10K1
Unrestricted
48"
NW
10K1
48"
W6x12
W8x31
20G @13.0 plf.
20G @13.0 plf.
20G @14.0 plf.
Min. Area Top &
Bottom Chord
1.12 Sq. inch
------20G @14.0 plf.
Min. Area Top &
Bottom Chord
1.12 Sq. inch
NW
LW,NW
10K1
10K1
48"
48"
20G @ 13.0 plf.
20G @ 13.0 plf.
G253
G529
NW
12K1
Unrestricted
20G @ 20.0 plf.
D502
Unrestricted
20G @ 20.0 plf.
D701
Exposed
Grid
Exposed
Grid
Gypsum Brd.
Thickness
Above Deck
U. L.
Design
Number
Type
2 1/2 "
20G @14.0 plf.
Min. Area Top &
Bottom Chord
1.12 Sq. Inch
---
G256
D216
1 1/2 Hr.
Cementitious
Exposed
Grid
2"
2 Hr.
Gypsum
Board
D216
G505
G514
2 1/2"
Cementitious
2 1/2"
LW, NW
16K6
Min. 3/4" dia. web
Sprayed
Fiber
2 1/2"
LW, NW
16K6
Min.3/4" dia. web
Unrestricted
20G @ 20.0 plf.
D801
3 1/2"
NW
10K1
48"
20G @ 13.0 plf.
G033
3 1/2"
NW
10K1
48"
20G @ 13.0 plf.
G036
3 1/2"
NW
10K1
48"
W6x12
G213
3 1/2"
NW
10K1
48"
20G @ 13.0 plf.
G229
NW
10K1
48"
G256
NW
NW
LW, NW
12K1, 18LH02
10K1
10K1
Unrestricted
48"
48"
20G @14.0 plf.
Min. Area Top &
Bottom Chord
1.12 Sq. inch
---20 G @ 13.0 plf.
20 G @ 13.0 plf
Concealed
Grid
3 Hr.
Exposed
Grid
3 1/2"
Gypsum
Board
3"
2 3/4"
34
D216
G523
G529
ROOF-CEILING ASSEMBLIES WITH MEMBRANE PROTECTION
ROOF COVERING
RIGID INSULATION
ROOF COVERING
RIGID INSULATION
ROOF DECK
ROOF DECK
STEEL JOIST
STEEL JOIST
MEMBRANE
PROTECTION
MEMBRANE
PROTECTION
Restrained
Assembly
Rating
Type of
Protection
System
Built Up Roof
Type of
Insulation
Rigid
Insulation
1 Hr.
Exposed
Grid
Maximum
Joist Spacing
26 Ga.
10K1
48"
20G @ 20.00 plf.
P211
22 Ga.
28 Ga.
12K3
12K3
72"
48"
20G @ 13.0 plf. or
W8x18
P214
22 Ga.
12K1
72"
20G
P225
24 Ga.
12K3
48"
-----
P227
26 Ga.
12K3
72"
20G
P230
26 Ga.
12K5 or 14K4
48"
W6x12
P250
22 Ga.
10K1
72"
W6x12
P254
12K1
72"
20G @ 14.0 plf.
Min. Area Top &
Bottom Chord
1.12 Sq. Inch
P231
28 Ga.
10K1
72"
20G @ 13.0 plf.
P246
28 Ga.
12K1
72"
20G @ 13.0 plf.
P251
28 Ga.
10K1
72"
W8x15
P255
28 Ga.
12K1
72"
20G @ 13.0 plf.
P261
26 Ga.
12K3
60"
W8x24
P509
22 Ga
24 Ga.
26 Ga.
12K1
12K3
12K5, 14K4
72"
48"
48"
20G @ 13.0 plf.
----W6x12
P225
P227
P250
Metal Deck
Min. Size
26 Ga.
Insulating
Fill
Gypsum
Insulating
Fill
Rigid
Insulation
1 1/2 Hr.
Exposed
Grid
26 Ga.
12K1
72"
20G @ 14.0 plf.
Min. Area Top &
Bottom chord
1.12 Sq. Inch
P231
28 Ga.
12K1
72"
20G @ 13.0 plf.
P251
Rigid
Insulation
22 Ga.
12K5, 14K3
72"
-----
P404
Insulating
Fill
28 Ga.
12K1
72"
20G @ 13.0 plf.
P251
Rigid
Insulation
24 Ga.
10K1
72"
W6x12
P237
Metal
Lathe
Rigid
Insulation
22 Ga.
12K5, 14K3
72"
-----
P404
Gypsum
Board
Rigid
Insulation
22 Ga.
10K1
48"
20G @ 13.0 plf.
P514
Metal
Lathe
Insulating
Fill
28 Ga.
10K1
48"
-----
P405
Insulating
Fill
Metal
Lathe
Exposed
Grid
2 Hr.
3 Hr.
Primary Support
U. L. Design
Member
Number
Min. Depth & Wt.
See Note #3
Minimum
Joist Size
See Note #3 & #4
35
FIRE-RESISTANT RATINGS WITH STEEL JOISTS
ROOF-CEILING ASSEMBLIES WITH DIRECT APPLIED PROTECTION
ROOF COVERING
INSULATING FILL
ROOF COVERING
RIGID INSULATION
FORM DECK
ROOF DECK
STEEL JOIST
STEEL JOIST
FIRE
PROTECTION
Restrained
Assembly
Rating
1 Hr.
Type of
Protection
System
Built Up Roof
Maximum
Joist Spacing
See Note #5
Primary Support
Member
Min. Depth & Wt.
U. L. Design
Number
Unrestricted
Unrestricted
Unrestricted
Unrestricted
Unrestricted
20G @ 13.0 plf.
20G @ 13.0 plf.
20G @ 13.0 plf.
20G @ 13.0 plf.
-----
P701
P711
P801
P815
P816
96"
96"
96"
96"
96"
96"
20G @ 13.0 plf.
--------20G @ 13.0 plf.
----20G @ 13.0 plf.
P902
P907
P920
P921
P922
P923
Cementitious
Sprayed
Fiber
Rigid
Insulation
22 Ga.
22 Ga.
22 Ga.
14K4 or LH
14K4
12K3
10K1
12K3
Insulating
Fill
22 Ga.
24 Ga.
24 Ga
24 Ga.
24 Ga.
24 Ga.
14K4
12K5, 14K3
12K5, 14K3
12K5
10K1
10K1
Cementitious
and
Sprayed
Fiber
Metal Deck
Min. Size
22 Ga.
22 Ga.
Minimum
Joist Size
See Note #3 & #4
Type of
Insulation
Rigid
Insulation
1 1/2 Hr.
2 Hr.
FIRE
PROTECTION
NOTES:
1.
2.
3.
The UNDERWRITERS LABORATORY FIRE
RESISTANCE DIRECTORY lists hundreds of
assemblies and their fire ratings. As a convenience a
selected number of assemblies are listed on 3 preceding pages. This listing is intended as a guide only
and the specifying professional must refer to the U.L.
Directory for complete design information.
The maximum joist spacing shown for Floor-Ceiling
Assemblies may be increased from the spacing
listed in the U.L. Directory to a maximum of 48 inches
on center, provided the floor slab meets the structural
requirements and the spacing of hanger wires
supporting the ceiling is not increased.
Some U.L. Design Assemblies stipulate minimum
size materials for steel joist and joist girder
components, and/or bridging. It is the responsibility
of the specifying professional to show all special
requirements on the Structural Drawings.
4.
5.
36
Some U.L. Fire Assembly Designs stipulate an
allowable maximum joist design stress level less
than the 30 ksi (207MPa) used in the K-Series Joist
Specifications.
It is the responsibility of the specifying professional
to apply the proper stress level reductions (if required) when selecting Joists and/or Joist Girders.
To adjust the stress level of K-Series Joists or Joist
Girders multiply the design load by the required
factor [30/26 (207/179), 30/24 (207/165), 30/22
(207/1520)], and then using this increased load,
select a Joist or Joist Girder from the load and/or
weight tables.
Some U.L. Roof-Ceiling Design assemblies using
direct applied protection limit the spacing of the joists
for certain types and gages of metal decking - refer
to the U.L. Directory for this information.
OPEN WEB STEEL JOISTS, K-SERIES
There are no restrictions on the types, sizes or heights of
buildings in which joists can be used. They can be found
in the roof of the neighborhood convenience store as well
as in the mammoth Mall of America near Minneapolis,
Minnesota.
INTRODUCTION
Open Web Steel Joists, K-Series, were primarily developed to provide structural support for floors and roofs of
buildings. They possess the following advantages and
features which have resulted in their wide use and
acceptance throughout the United States and other
countries.
First and foremost, they are economical. For many types
of buildings, no other products or methods for supporting
floors and roofs can compete with steel joists. The advantages listed in the following paragraphs all contribute to
the overall economy of using Open Web Steel Joists.
K-Series Joists are light in weight – they possess an
exceptionally high strength-to-weight ratio in comparison
with other building materials. Coupled with their low price
per pound, they contribute significantly to lower building
costs. An additional economy stemming from their light
weight is the fact that the structural materials supporting
the joists, such as beams and Joist Girders, columns,
and the foundations themselves, can therefore be lighter,
thus leading to even greater economies.
Open Web Steel Joists represent unitized construction.
Upon arrival at the job site, the joists are ready immediately for proper installation. No forming, pouring, curing,
or stripping is required. Furthermore, their light weight
makes the erection procedure simple and fast.
K-Series Joists are standardized regarding depths,
spans, and load-carrying capacities. There are 64 separate designations in the Load Tables, representing joist
depths from 8 inches (203 mm) through 30 inches
(762 mm) in 2" (51 mm) increments and spans through
60 feet (18,288 mm). Standard K-series Joists have a
2¹⁄₂ inch (64 mm) end bearing depth so that, regardless
of the overall joist depths, the tops of the joists lie in the
same plane.
The open webs in the joists permit the ready passage
and concealment of pipes, ducts and electric conduits
within the depth of the floor. In high rise buildings this can
result in a lesser overall building height, which translates
into considerable cost savings. As soon as the joists are
erected and bridged, with ends fixed, a working platform
is available for the immediate follow-up of allied trades;
this allows field work to progress rapidly and efficiently.
In combination with other materials, joists can provide fire
resistive assemblies for both floors and roofs of buildings
for nearly any hourly rating required. The preceding
pages on Fire Resistance Ratings with Steel Joists
provide detailed information on this subject.
Steel joists produce a permanent support system; they
will not rot, nor can they be damaged by vermin.
JOIST SUBSTITUTES
Joist substitutes are 2.5 inch deep sections intended for
use in very short spans (less than 8 feet) where Open
Web Steel Joists are impractical. They are commonly
specified to span over hallways and short spans in
skewed bays.
Joist substitutes are fabricated from material conforming
to Steel Joist Institute Specifications. Full lateral support
to the compressive flange is provided by attachments to
the deck. Caution must be exercised during erection
since joist substitutes exhibit some degree of instability.
After erection and before loads of any description are
placed on the joist substitutes, the ends must be attached
to the supports per SJI K-Series specifications and the
deck installed and attached to the top flange.
2.5 Inch K-Series Joist Substitutes
Designation
Span (ft)
4
5
6
7
8
2.5K1
2.5K2
2.5K3
Allowable Uniform Load (plf)
550
550
550
550/338
550/465
550
374/189
519/260
550/354
270/116
375/160
540/218
204/76
284/105
408/143
64 mm K-Series Joist Substitutes
Designation
Span(mm)
1219
1524
1828
2133
2438
2.5K1
2.5K2
2.5K3
Allowable Uniform Load (kN/m)
8.02
8.02
8.02
8.02/4.93 8.02/6.78
8.02
5.45/2.75 7.57/3.79 8.02/5.16
3.94/1.69 5.47/2.33 7.88/3.18
2.97/1.10 4.14/1.53 5.95/2.08
The figures shown in red are the uniform live loads which
produce an approximate deflection of 1/360 of the span.
37
TOP CHORD EXTENSIONS AND EXTENDED ENDS
Joist extensions are commonly furnished to support a
variety of overhang conditions. The two types are pictured below. The first is the TOP CHORD EXTENSION or
“S” TYPE, which has only the top chord angles extended. The second is the EXTENDED END or
“R” TYPE in which the standard 2¹⁄₂, (64 mm) end
bearing depth is maintained over the entire length of the
extension. The “S” TYPE extension is so designated
because of its Simple nature whereas the “R” TYPE
involves Reinforcing the top chord angles. The specifying
professional should be aware that an “S” TYPE is more
economical and should be specified whenever possible.
The following load tables for K-Series TOP CHORD
EXTENSIONS and EXTENDED ENDS have been developed as an aid to the specifying professional. The black
number in the tables is the maximum allowable uniform
load in pounds per linear foot (KiloNewton/Meter). The
red number is the uniform load which will produce an
approximate deflection of L1/240, where L1 is the length
of the extension. The load tables are applicable for
uniform loads only. If there are concentrated loads and/or
non-uniform loads, a loading diagram must be provided
by the specifying professional on the structural drawings.
In cases where it is not possible to meet specific job
requirements with a 2¹⁄₂" (64 mm) deep “R” type extension (refer to “S” and “I” values in the Extended End Load
Table), the depth of the extension must be increased to
provide greater load-carrying capacity. If the loading
diagram for any condition is not shown. the joist
manufacturer will design the extension to support the
uniform load indicated in the K-Series Joist Load Table
for the span of the joist.
When TOP CHORD EXTENSIONS or EXTENDED
ENDS are specified, the allowable deflection and
the bracing requirements must be considered by the
specifying professional.
It should be noted that an “R” TYPE extension must be
specified when building details dictate a 2¹⁄₂, (64 mm)
depth at the end of the extension. In the absence of
specific instructions. the joist manufacturer may provide
either type.
EXTENDED END
TOP CHORD EXTENSION
SPAN
W
L1
(64 mm)
2¹₂"
SPAN
W
L1
(64 mm)
2¹₂"
EXTENDED END - R TYPE
(standard 2¹₂ (64mm) end depth extended)
TOP CHORD EXTENSION - S TYPE
(only top chord angles extended)
W
= Uniform Load
L1
= Length of Extension
SPAN = See K-Series Load Table for definition of span
38
TYPE
S1
"S"
3
(in )
0.099
"I"
(in 4 )
0.088
S2
0.115
0.138
S3
0.139
0.159
S4
0.160
0.172
S5
0.176
0.188
S6
0.192
0.204
S7
0.241
0.306
S8
0.266
0.332
S9
0.288
0.358
S10
0.380
0.544
S11
0.438
0.622
S12
0.494
0.696
TYPE
R1
"S"
3
(in )
0.895
"I"
4
(in )
1.119
R2
0.926
1.157
R3
1.039
1.299
R4
1.147
1.433
R5
1.249
1.561
R6
1.352
1.690
R7
1.422
1.802
R8
1.558
1.948
R9
1.673
2.091
R10
1.931
2.414
R11
2.183
2.729
R12
2.413
3.016
TOP CHORD EXTENSION LOAD TABLE (S TYPE)
Pounds Per Lineal Foot
LENGTH (L1)
0’6
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
1’0
363
363
422
422
510
510
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
1’6
178
127
207
200
250
230
288
249
316
272
345
295
433
433
478
478
518
518
550
550
550
550
550
550
2’0
105
58
122
91
148
104
170
113
187
124
204
134
256
201
283
219
306
236
404
359
466
410
526
459
2’6
3’0
3’6
4’0
4’6
112
60
123
66
135
72
169
108
187
117
202
126
267
192
307
220
347
246
120
64
132
70
143
75
189
115
218
131
246
147
107
48
141
74
162
84
183
94
109
50
126
57
142
64
100
41
113
45
EXTENDED END LOAD TABLE (R TYPE)
Pounds Per Lineal Foot
LENGTH (L1)
0’6
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
1’0
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
1’6
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
2’0
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
2’6
550
396
550
409
550
459
550
507
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
550
39
3’0
446
236
461
244
518
274
550
302
550
329
550
357
550
380
550
411
550
442
550
510
550
550
550
550
3’6
332
152
344
157
386
176
426
195
464
212
502
230
528
245
550
265
550
284
550
328
550
371
550
410
4’0
257
103
266
107
299
120
330
132
359
144
389
156
409
167
448
180
481
194
550
224
550
253
550
279
4’6
205
73
212
76
238
85
263
94
286
103
310
111
326
119
357
128
384
138
443
159
501
180
550
199
5’0
167
54
173
56
194
63
214
69
233
75
253
82
266
87
291
94
313
101
361
117
408
132
451
146
5’6
139
41
144
42
161
47
178
52
194
57
210
62
221
66
242
71
260
77
300
89
339
100
375
111
6’0
117
32
121
33
136
37
150
41
164
44
177
48
186
51
204
55
219
59
253
69
287
78
317
86
STANDARD SPECIFICATIONS
FOR OPEN WEB STEEL JOISTS, K-SERIES
ANSI Designation: SJI-K-1.0
Adopted by the Steel Joist Institute, November 4, 1985
Revised to May 1, 2000 – Effective August 1, 2002
SECTION 1.
SECTION 3.
SCOPE
MATERIALS
3.1 STEEL
These specifications cover the design, manufacture and
use of Open Web steel joists, K-Series.
The steel used in the manufacture of chord and web
sections shall conform to one of the following ASTM
Specifications:
• Carbon Structural Steel, ASTM A36/A36M.
• High-Strength, Low-Alloy Structural Steel, ASTM
A242/A242M.
• High-Strength Carbon-Manganese Steel of
Structural Quality, ASTM A529/A529M, Grade 50.
• High-Strength Low-Alloy Columbium-Vanadium
Structural Steel , ASTM A572/A572M, Grade 50.
• High-Strength Low-Alloy Structural Steel with
50 ksi (345 MPa) minimum Yield Point to 4 inches
(100 mm) thick, ASTM A588/A588M.
• Steel, Sheet and Strip, High-Strength, Low-Alloy,
Hot-Rolled and Cold-Rolled, with Improved
Corrosion Resistance, ASTM A606.
• Steel, Sheet, Cold-Rolled, Carbon, Structural,
High-Strength Low-Alloy and High-Strength
Low-Alloy with Improved Formability, ASTM
A1008/A1008M.
• Steel, Sheet and Strip, Hot-Rolled, Carbon,
Structural, High-Strength Low-Alloy and HighStrength Low-Alloy with Improved Formability,
ASTM A1011/A1011M.
or shall be of suitable quality ordered or produced to
other than the listed specifications, provided that such
material in the state used for final assembly and
manufacture is weldable and is proved by tests
performed by the producer or manufacturer to have the
properties specified in Section 3.2.
SECTION 2.
DEFINITION
The term “Open Web steel joists K-Series,” as used
herein, refers to open web, parallel chord, load-carrying
members suitable for the direct support of floors and roof
decks in buildings, utilizing hot-rolled or cold formed
steel, including cold-formed steel whose yield strength*
has been attained by cold working. K-Series joists shall
be designed in accordance with these specifications to
support the uniformly distributed loads given in the
Standard Load Tables for Open Web steel joists,
K-Series, attached hereto.
The KCS joist is a K-Series joist which is provided to
address the problem faced by specifying professionals
when trying to select joists to support uniform plus
concentrated loads or other non-uniform loads.
The design of chord sections for K-Series Joists shall be
based on a yield strength of 50 ksi (345 MPa). The
design of web sections for K-Series Joists shall be based
on a yield strength of either 36 ksi (250 MPa) or 50 ksi
(345 MPa). Steel used for K-Series Joists chord or web
sections shall have a minimum yield strength determined
in accordance with one of the procedures specified in
Section 3.2, which is equal to the yield strength assumed
in the design.
* The term “Yield Strength” as used herein shall designate
the yield level of a material as determined by the applicable method outlined in paragraph 13.1 “Yield Point”,
and in paragraph 13.2 “Yield Strength”, of ASTM A370,
Standard Test Methods and Definitions for Mechanical
Testing of Steel Products, or as specified in paragraph
3.2 of this specification.
3.2 MECHANICAL PROPERTIES
The yield strength used as a basis for the design
stresses prescribed in Section 4 shall be either 36 ksi
(250 MPa) or 50 ksi (345 MPa). Evidence that the steel
furnished meets or exceeds the design yield strength
shall, if requested, be provided in the form of an affidavit
or by witnessed or certified test reports.
For material used without consideration of increase in
yield strength resulting from cold forming, the specimens
shall be taken from as-rolled material. In the case of
material, the mechanical properties which conform to the
requirements of one of the listed specifications, test
Standard Specifications and Load Tables, Open Web
steel joists, K-Series,
Steel Joist Institute - Copyright, 2002
40
specimens and procedure shall conform to those of such
specifications and to ASTM A370.
In the case of material, the mechanical properties which
do not conform to the requirements of one of the listed
specifications, the test specimens and procedures shall
conform to the applicable requirements of ASTM A370,
and the specimens shall exhibit a yield strength equal to
or exceeding the design yield strength and an elongation
of not less than (a) 20 percent in 2 inches (51 mm) for
sheet and strip, or (b) 18 percent in 8 inches (203 mm)
for plates, shapes and bars with adjustments for
thickness for plates, shapes and bars as prescribed in
ASTM A36/A36M, A242/A242M, A529/A529M,
A572/A572M, A588/A588M, whichever specification is
applicable on the basis of design yield strength.
The number of tests shall be as prescribed in ASTM
A6/A6M for plates, shapes, and bars; and ASTM A606,
A1008/A1008M and A1011/A1011M for sheet and strip.
If as-formed strength is utilized, the test reports shall
show the results of tests performed on full section
specimens in accordance with the provisions of the AISI
Specifications for the Design of Cold-Formed Steel
Structural Members and shall indicate compliance with
these provisions and with the following additional
requirements:
(a) The yield strength measured in the tests shall equal
or exceed the design yield strength.
(b) Where tension tests are made for acceptance and
control purposes, the tensile strength shall be at
least 6 percent greater than the yield strength of
the section.
(c) Where compression tests are used for acceptance
and control purposes, the specimen shall withstand
a gross shortening of 2 percent of its original length
without cracking. The length of the specimen
shall be not greater than 20 times the least radius
of gyration.
(d) If any test specimen fails to pass the requirements
of the subparagraphs (a), (b), or (c) above, as
applicable, two retests shall be made of specimens
from the same lot. Failure of one of the retest specimens to meet such requirements shall be the cause
for rejection of the lot represented by the specimens.
SECTION 4.
DESIGN AND
MANUFACTURE
4.1 METHOD
Joists shall be designed in accordance with these
specifications as simply supported, uniformly loaded
trusses supporting a floor or roof deck so constructed as
to brace the top chord of the joists against lateral
buckling. Where any applicable design feature is not
specifically covered herein, the design shall be in
accordance with the following specifications.
(a) American Institute of Steel Construction
Specification for Design, Fabrication and Erection of
Structural Steel for Buildings (Allowable Stress
Design), where the material used consists of plates,
shapes or bars.
(b) American Iron and Steel Institute Specification for
the Design of Cold-Formed Steel Structural
Members, for members which are formed from sheet
or strip material.
4.2 UNIT STRESSES
Joists shall have their components so proportioned that
the unit stresses in kips per square inch (Mega Pascals)
shall not exceed the following, where Fy is the yield
strength defined in Section 3.2:
(a) Tension:
Chords
Fy = 50 ksi (345 MPa)..............Ft = 30 ksi (207 MPa)
Webs
Fy = 50 ksi (345 MPa)..........…Ft = 30 ksi (207 MPa)
Fy = 36 ksi (250 MPa)..............Ft = 22 ksi (152 MPa)
(b) Compression
For members with /r less than Cc:
1-
3.3 PAINT
Fa =
The standard shop paint is intended to protect the
steel for only a short period of exposure in ordinary
atmospheric conditions and shall be considered an
impermanent and provisional coating.
When specified, the standard shop paint shall conform to
one of the following:
(a) Steel Structures Painting Council Specification,
SSPC No. 15.
(b) Or, shall be a shop paint which meets the minimum
performance requirements of the above listed
specification.
r
2C c
2
2
QFy
r
1
r
5 3
+
3 8 Cc
8 Cc
where Cc =
2 2E
QFy
3
and
where Q is a form factor equal to unity except when
the width-thickness ratio of one or more elements of
the profile exceeds the limiting width-thickness ratios
for noncompact sections specified in the AISC
Specification, Section B5 (Allowable Stress Design)
for hot-rolled sections.
41
fa + fb ≤ 0.6 Fy at the panel point; and
For cold-formed sections the method of calculating
the allowable column design strength is given in the
AISI Specification.
For members with /r greater than Cc:
Fa =
2
23
2
fa
+
Fa
Cm fb
1-
E
r
2
≤ 1.0, at mid-panel; in which
fa
QFb
F e’
Cm = 1 - 0.3fa/F'e for end panels
Cm = 1 - 0.4fa/F'e for interior panels
fa = Computed axial unit compressive stress
fb = Computed bending unit compressive stress at
the point under consideration
Fa = Permissible axial unit compressive stress
based on /r as defined in Section 4.2 (b)
Fb = Permissible bending unit stress
Fy = Specified minimum yield strength
In the above formulas, is taken as the distance
between panel points for the chord members and the
appropriate unbraced length for web members, and
r is the corresponding least radius of gyration of the
member or any component thereof. E is equal to
29,000 ksi (200,000 MPa).
Use 1.2 /rx for a crimped, first primary compression
web member when a moment-resistant weld group
is not used for this member; where rx = member
radius of gyration in the plane of the joist.
(c) Bending:
For chords
Fy = 50 ksi (345 MPa) Fb = 30 ksi (207 MPa)
For web members other than solid rounds
For web members of solid round cross-section
For bearing plates
F’e =
12 2E
23
r
2
where is the panel length as
defined in Section 4.2 (b) and
rx is the radius of gyration
about the axis of bending.
Q = Form factor as defined in Section 4.2(b).
In order to insure lateral stability during erection, the
radius of gyration of the top chord about its vertical
axis shall be not less than /145 where is the
spacing in inches (millimeters) between lines of
bridging as specified in Section 5.4(c).
The top chord shall be considered as stayed
laterally by the floor slab or roof deck when attachments are in accordance with the requirements of
Section 5.8(e) of these specifications.
(b) Web
The vertical shears to be used in the design of the
web members shall be determined from full uniform
loading, but such vertical shears shall be not less
than 25% of the end reaction. Due consideration
shall be given to the effect of eccentricity. The effect
of combined axial compression and bending may be
investigated using the provisions of Section 4.4(a),
letting Cm = 0.4 when bending due to eccentricity
produces reversed curvature.
Interior vertical web members used in modified
Warren type web systems shall be designed to resist
the gravity loads supported by the member plus ¹⁄₂ of
1.0 percent of the top chord axial force.
(c) Extended Ends
Extended top chords or full depth cantilever ends
require the special attention of the specifying
professional.
The magnitude and location of the design loads to
be supported, the deflection requirements, and
the proper bracing shall be clearly indicated on the
structural drawings.
4.3 MAXIMUM SLENDERNESS RATIOS
The slenderness ratio /r, where is as used in Section
4.2 (b) and r is the corresponding least radius of gyration,
shall not exceed the following:
Top chord interior panels
90
Top chord end panels
120
Compression members other than top chord
200
Tension members
240
4.4 MEMBERS
(a) Chords
The bottom chord shall be designed as an axially
loaded tension member.
The top chord shall be designed for only axial compressive stress when the panel length, , does not
exceed 24 inches (609 mm). When the panel length
exceeds 24 inches (609 mm), the top chord shall be
designed as a continuous member subject to combined axial and bending stresses and shall be so
proportioned that
42
4.5 CONNECTIONS
(d) Eccentricity
Members connected at a joint shall have their
centroidal axes meet at a point if practical.
Otherwise, due consideration shall be given to the
effect of eccentricity. In no case shall eccentricity of
any web member at a joint exceed ³⁄₄ of the over all
dimension, measured in the plane of the web, of the
largest member connected. The eccentricity of any
web member shall be the perpendicular distance
from the centroidal axis of that web member to the
point on the centroidal axis of the chord which is
vertically above or below the intersection of the
centroidal axes of the web members forming the
joint. Ends of joists shall be proportioned to resist
bending produced by eccentricity at the support.
4.6 VERIFICATION OF DESIGN AND MANUFACTURE
(a) Design Calculations
Companies manufacturing K-Series joists shall
submit design data to the Steel Joist Institute (or an
independent agency approved by the Steel Joist
Institute) for verification of compliance with the SJI
Specifications. Design Data shall be submitted in
detail and in the format specified by the Institute.
(b) Tests of Chord and Web Members
Each manufacturer shall, at the time of design review
by the Steel Joist Institute or other independent
agency, verify by tests that the design, in accordance
with Sections 4.1 through 4.5 of this specification, will
provide a minimum factor of safety of 1.65 on the
theoretical design capacity of critical members. Such
tests shall be evaluated considering the actual yield
strength of the members of the test joists.
Material tests for determining mechanical properties
of component members shall be conducted.
(c) Tests of Joints and Connections
Each manufacturer shall verify by shear tests on
representative joints of typical joists that connections
will meet the provision of Section 4.5(b). Chord and
web members may be reinforced for such tests.
(d) In-Plant Inspections
Each manufacturer shall verify his ability to
manufacture K-Series Joists through periodic
In-Plant Inspections. Inspections shall be performed
by an independent agency approved by the Steel
Joist Institute. The frequency, manner of inspection,
and manner of reporting shall be determined by the
Steel Joist Institute. The plant inspections are not a
guaranty of the quality of any specific joists or joist
girders; this responsibility lies fully and solely with
the individual manufacturer.
(a) Methods
Joist connections and splices shall be made by
attaching the members to one another by arc or
resistance welding or other approved method.
1) Welded Connections
a) Selected welds shall be inspected visually
by the manufacturer. Prior to this inspection, weld slag shall be removed.
b) Cracks are not acceptable and shall be
repaired.
c) Thorough fusion shall exist between weld
and base metal for the required design
length of the weld; such fusion shall be
verified by visual inspection.
d) Unfilled weld craters shall not be included
in the design length of the weld.
e) Undercut shall not exceed ¹⁄₁₆ inch (2 mm)
for welds oriented parallel to the principal
stress.
f) The sum of surface (piping) porosity diameters shall not exceed ¹⁄₁₆ inch (2 mm) in
any 1 inch (25 mm) of design weld length.
g) Weld spatter that does not interfere with
paint coverage is acceptable.
2) Welding Program
Manufacturers shall have a program for establishing weld procedures and operator qualification, and for weld sampling and testing.
(See Technical Digest #8 - Welding of Open
Web Steel Joists.)
3) Weld Inspection by Outside Agencies (See
Section 5.12 of these specifications)
The agency shall arrange for visual inspection
to determine that welds meet the acceptance
standards of Section 4.5(a)(1) above.
Ultrasonic, X-Ray, and magnetic particle testing
are inappropriate for joists due to the configurations of the components and welds.
(b) Strength
Joint connections shall be capable of withstanding
forces due to an ultimate load equal to at least two
times the design load shown in the applicable
Standard Load Table.
(c) Splices
Splices may occur at any point in chord or web
members. Members containing a butt weld splice
shall develop an ultimate tensile force of at least
57 ksi (393 MPa) times the full design area of the
chord or web. The term “member” shall be defined
as all component parts comprising the chord or web,
at the point of splice.
43
designed by the specifying professional in
compliance with the allowable unit stresses
in Section A5.1 (Allowable Stress Design) of the
A.I.S.C. Specification. The steel bearing plate shall
be furnished by other than the joist manufacturer.
Where it is deemed necessary to bear less than
4 inches (102 mm) over the masonry or concrete
support, special consideration is to be given to the
design of the steel bearing plate and the masonry or
concrete by the specifying professional. The joists
must bear a minimum of 2¹⁄₂ inches (64 mm) on the
steel bearing plate.
(b) Steel
Due consideration of the end reactions and all other
vertical and lateral forces shall be taken by the
specifying professional in the design of the steel
support. The ends of K-Series Joists shall extend a
distance of not less than 2¹⁄₂ inches (64 mm) over the
steel supports.
4.7 CAMBER
Camber is optional with the manufacturer but, when
provided, recommended approximate camber is as
follows:
Approximate Camber
Top Chord Length
20'-0" (6096 mm)
¹⁄₄"
(6 mm)
30'-0" (9144 mm)
³⁄₈" (10 mm)
40'-0" (12192 mm)
⁵⁄₈" (16 mm)
50'-0" (15240 mm)
1" (25 mm)
60'-0" (18288 mm)
1¹⁄₂" (38 mm)
In no case will joists be manufactured with negative
camber.
SECTION 5.
APPLICATION
5.1 USAGE
5.4 BRIDGING
These specifications shall apply to any type of structure
where floors and roofs are to be supported directly by
steel joists installed as hereinafter specified. Where joists
are used other than on simple spans under uniformly
distributed loading as prescribed in Section 4.1, they
shall be investigated and modified if necessary to limit the
unit stresses to those listed in Section 4.2.
CAUTION: If a rigid connection of the bottom chord is to
be made to the column or other support, it shall be made
only after the application of the dead loads. The joist is
then no longer simply supported, and the system must be
investigated for continuous frame action by the specifying
professional.
The designed detail of a rigid type connection and
moment plates shall be shown on the structural drawings
by the specifying professional. The moment plates shall
Bridging is required and shall consist of one of the
following types.
(a) Horizontal
Horizontal bridging shall consist of two continuous
horizontal steel members, one attached to the top
chord and the other attached to the bottom chord.
Each attachment to the joists shall be made by
welding or mechanical means and shall be capable
of resisting a horizontal force of not less than
700 pounds (3114 N).
The ratio of unbraced length to least radius of
gyration /r of the bridging member shall not exceed
300, where is the distance in inches (millimeters)
between attachments and r is the least radius of
gyration of the bridging member.
(b) Diagonal
Diagonal bridging shall consist of cross-bracing
with an /r ratio of not more than 200, where is
the distance in inches (millimeters) between
connections and r is the least radius of gyration of
the bracing member. Where cross-bracing members
are connected at their point of intersection, the l
distance shall be taken as the distance in inches
(millimeters) between connections at the point of
intersection of the bracing members and the
connections to the chord of the joists. Connections to
the chords of steel joists shall be made by positive
mechanical means or by welding.
5.2 SPAN
The span of a joist shall not exceed 24 times its depth.
5.3 END SUPPORTS
(a) Masonry and Concrete
K-Series joists supported by masonry or concrete
are to bear on steel bearing plates and shall be
designed as steel bearing. Due consideration of the
end reactions and all other vertical or lateral forces
shall be taken by the specifying professional in the
concrete. The ends of K-Series joists shall extend a
distance of not less than 4 inches (102 mm) over the
masonry or concrete support and be anchored to the
steel bearing plate. The plate shall be located not
more than ¹⁄₂ inch (13 mm) from the face of the wall
and shall be not less than 6 inches (152 mm) wide
perpendicular to the length of the joist. It is to be
44
Refer to the K-Series Load Table and Specification Section 6. for required bolted diagonal bridging.
Distances are joist span lengths - See “Definition of Span” preceding the Load Table.
*Section
Number
One
Row
Two
Rows
Three
Rows
Four
Rows
#1
#2
#3
#4
#5
#6
#7
#8
#9
#10
#11
#12
Up thru 16'
Up thru 17'
Up thru 18'
Up thru 19'
Up thru 19'
Up thru 19
Up thru 20'
Up thru 20'
Up thru 20'
Up thru 20'
Up thru 20'
Up thru 20'
Over 16' thru 24'
Over 17' thru 25'
Over 18 thru 28'
Over 19' thru 28'
Over 19' thru 29'
Over 19' thru 29'
Over 20' thru 33'
Over 20' thru 33'
Over 20' thru 33’
Over 20' thru 37’
Over 20' thru 38’
Over 20' thru 39’
Over 24' thru 28'
Over 25’ thru 32'
Over 28’ thru 38'
Over 28’ thru 38'
Over 29’ thru 39'
Over 29’ thru 39'
Over 33’ thru 45'
Over 33’ thru 45'
Over 33’ thru 46'
Over 37’ thru 51'
Over 38’ thru 53'
Over 39’ thru 53'
Over 38' thru 40'
Over 38' thru 48'
Over 39' thru 50'
Over 39' thru 51'
Over 45' thru 58'
Over 45' thru 58'
Over 46’ thru 59'
Over 51’ thru 60'
Over 53’ thru 60'
Over 53’ thru 60'
Five
Rows
Over 50' thru 52'
Over 51' thru 56'
Over 58' thru 60'
Over 58' thru 60'
Over 59' thru 60'
* Last digit(s) of joist designation shown in Load Table
** See Section 5.11 for additional bridging required for uplift design.
METRIC
Refer to the K-Series Metric Load Table and Specification Section 6. for required bolted diagonal bridging.
Distances are joist span lengths in Millimeters (mm) - See “Definition of Span” preceding Load Table.
*Section
Number
One
Row
Two
Rows
Three
Rows
Four
Rows
#1
#2
#3
#4
#5
#6
#7
#8
#9
#10
#11
#12
up thru 4877
up thru 5182
up thru 5486
up thru 5791
up thru 5791
up thru 5791
up thru 6096
up thru 6096
up thru 6096
up thru 6096
up thru 6096
up thru 6096
Over 4877 thru 7315
Over 5182 thru 7620
Over 5486 thru 8534
Over 5791 thru 8534
Over 5791 thru 8839
Over 5791 thru 8839
Over 6096 thru 10058
Over 7315 thru 8534
Over 7620 thru 9754
Over 10058 thru 13716
Over 10058 thru 13716
Over 10058 thru 14021
Over 11278 thru 15545
Over 11582 thru 16154
Over 11887 thru 16154
Over 11582 thru 12192
Over 11582 thru 14630
Over 11887 thru 15240
Over 11887 thru 15545
Over 13716 thru 17678
Over 13716 thru 17678
Over 14021 thru 17983
Over 15545 thru 18288
Over 16154 thru 18288
Over 16154 thru 18288
* Last digit(s) of joist designation shown in Load Table
** See Section 5.11 for additional bridging required for uplift design.
45
Five
Rows
Over 15240 thru 15850
Over 15545 thru 17069
Over 17678 thru 18288
Over 17678 thru 18288
Over 17983 thru 18288
(c) Quantity
In no case shall the number of rows of bridging be
less than shown in the bridging table. Spaces
between rows shall be approximately uniform. See
Section 5.11 for bridging required for uplift forces.
(d) Bottom Chord Bearing Joists
Where bottom chord bearing joists are utilized, there
shall be a row of diagonal bridging near the support
to provide lateral stability. This bridging shall be
installed as the joists are set in place.
(b)
(c)
5.5 INSTALLATION OF BRIDGING
All bridging and bridging anchors shall be completely
installed before construction loads are placed on the
joists.
Bridging shall support the top chords against lateral
movement during the construction period and shall hold
the steel joists in the approximate position as shown on
the plans.
The ends of all bridging lines terminating at walls or
beams shall be anchored thereto.
(d)
(e)
5.6 END ANCHORAGE
Ends of K-Series Joists resting on steel bearing
plates on masonry or structural concrete shall be
attached thereto with a minimum of two ¹⁄₈ inch
(3 mm) fillet welds 1 inch (25 mm) long, or with two
¹⁄₂ inch (13 mm) bolts, or with the combination of one
¹⁄₂ inch (13 mm) bolt and one ¹⁄₈ (3 mm) fillet weld
1 inch (25 mm) long or the equivalent.
(b) Steel
Ends of K-Series Joists resting on steel supports
shall be attached thereto with a minimum of two
¹⁄₈ inch (3 mm) fillet welds 1 inch (25 mm) long, or
with two ¹⁄₂ inch (13 mm) bolts, or with the combination of one ¹⁄₂ inch (13 mm) bolt and one ¹⁄₈ inch
(3 mm) fillet weld 1 inch (25 mm) long or the equivalent. In steel frames, where columns are not framed
in at least two directions with structural steel members, bearing seats for joists at column lines shall be
fabricated to allow for field bolting.
(c) Uplift
Where uplift forces are a design consideration, roof
joists shall be anchored to resist such forces.
(f)
(g)
5.7 JOIST SPACING
Joists shall be spaced so that the loading on each
joist does not exceed the allowable load for the
particular joist designation.
5.8 FLOOR AND ROOF DECKS
(a) Material
Floor and roof decks may consist of cast-in-place or
pre-cast concrete or gypsum, formed steel, wood,
46
or other suitable material capable of supporting the
required load at the specified joist spacing.
Thickness
Cast-in-place slabs shall be not less than 2 inches
(51 mm) thick.
Centering
Centering for cast-in-place slabs may be ribbed
metal lath, corrugated steel sheets, paper-backed
welded wire fabric, removable centering or any other
suitable material capable of supporting the slab at
the designated joist spacing.
Centering shall not cause lateral displacement or
damage to the top chord of joists during installation or
removal of the centering or placing of the concrete.
Bearing
Slabs or decks shall bear uniformly along the top
chords of the joists.
Attachments
Each attachment for slab or deck to top chords of
joists shall be capable of resisting a lateral force
of not less than 300 pounds (1335 N). The spacing
shall not exceed 36 inches (914 mm) along the
top chord.
Wood Nailers
Where wood nailers are used, such nailers in
conjunction with deck or slab shall be attached to
the top chords of the joists in conformance with
Section 5.8(e).
Joist With Standing Seam Roofing
The stiffness and strength of standing-seam roof
clips varies from one manufacturer to another.
Therefore, some roof systems cannot be counted on
to provide lateral stability to the joists which support
the roof. Sufficient stability must be provided to brace
the joists laterally under the full design load. The
compression chord must resist the chord axial
design force in the plane of the joist (i.e., x-x axis
buckling) and out of the plane of the joist (i.e., y-y
axis buckling). Out-of-plane strength may be
achieved by adjusting the bridging spacing and/or
increasing the compression chord area, the joist
depth, and the y-axis radius of gyration. The effective
slenderness ratio in the y-direction equals 0.94 /ry;
where
is the bridging spacing. The maximum
bridging spacing may not exceed that specified in
Section 5.4(c).
Horizontal bridging members attached to the
compression chords and their anchorage’s must be
designed for a compressive axial force of 0.0025nP,
where n is the number of joists between end anchors
and P is the chord design force. The attachment
force between the horizontal bridging member and
the compression chord is 0.005P. Horizontal bridging
attached to the tension chords shall be proportioned
so that the slenderness ratio between attachments
does not exceed 300. Diagonal bridging shall be
proportioned so that the slenderness ratio between
attachments does not exceed 200.
Arrangements shall be made with the manufacturer for
such inspection of the joists at the manufacturing shop by
the purchaser’s inspectors at purchaser’s expense.
5.9 DEFLECTION
5.13 PARALLEL CHORD SLOPED JOISTS
The deflection due to the design live load shall not
exceed the following:
Floors: ¹⁄₃₆₀ of span.
Roofs: ¹⁄₃₆₀ of span where a plaster ceiling is
attached or suspended.
¹⁄₂₄₀ of span for all other cases.
The specifying professional shall give due consideration
to the effects of deflection and vibration* in the selection
of joists.
* For further reference, refer to Steel Joist Institute
Technical Digest #5, “Vibration of Steel Joist-Concrete
Slab Floors” and the Institute’s Computer Vibration
Program.
5.10 PONDING
Unless a roof surface is provided with sufficient slope
towards points of free drainage, or adequate individual
drains to prevent the accumulation of rain water, the roof
system shall be investigated to assure stability under
ponding conditions in accordance with Section K2 of the
AISC Specification (Allowable Stress Design).*
The ponding investigation shall be performed by the
Technical Digest #3, “Structural Design of Steel Joist
Roofs to Resist Ponding Loads”.
5.11 UPLIFT
Where uplift forces due to wind are a design requirement, these forces must be indicated on the contract
drawings in terms of net uplift in pounds per square foot
(Pascals). When these forces are specified, they must be
considered in the design of joists and/or bridging. A
single line of bottom chord bridging must be provided
near the first bottom chord panel points whenever uplift
due to wind forces is a design consideration.*
Roofs to Resist Uplift Loads.
5.12 INSPECTION
Joists shall be inspected by the manufacturer before
shipment to insure compliance of materials and workmanship with the requirements of these specifications. If
the purchaser wishes an inspection of the steel joists by
someone other than the manufacturer’s own inspectors,
he may reserve the right to do so in his “Invitation to Bid”
or the accompanying “Job Specifications”.
47
b) Field Welding
1) All field welding shall be performed in a
workman-like manner to insure that the joists
are not damaged by such welding.
2) On cold-formed members whose yield strength
has been attained by cold working, and whose
as-formed strength is used in the design, the
total length of weld at any one point shall not
exceed 50 percent of the overall developed
width of the cold-formed section.
c) Handling
Care shall be exercised at all times to avoid damage
to the joists and accessories through careless
handling during unloading, storing and erecting.
SECTION 6.
ERECTION STABILITY
AND HANDLING
When it is necessary for the erector to climb on the joists,
extreme caution must be exercised since unbridged
joists may exhibit some degree of instability under the
erector’s weight.
During the construction period, the contractor shall
provide means for adequate distribution of concentrated
loads so that the carrying capacity of any joist is not
exceeded.
a) Stability Requirements
1) One end of all joists shall be attached to its
support in accordance with Section 5.6 – End
Anchorage, before allowing the weight of an
erector on the joists.
When a bolted seat connection is used for
erection purposes, as a minimum, the bolts
must be snug tightened. The snug tight
condition is defined as the tightness that exists
when all plies of a joint are in firm contact. This
may be attained by a few impacts of an impact
wrench or the full effort of an employee using an
ordinary spud wrench.
2) Where the span of the joist exceeds the erection
stability span as indicated by the Red shaded
area of the load table, the row of bridging
nearest the mid span of the joist shall be
installed as bolted diagonal bridging.
Hoisting cables shall not be released until
this bolted diagonal bridging is completely
installed.
3) No loads other than the weight of one erector
are allowed on the joist until all bridging is completely installed and all joist ends are attached.
4) In the case of bottom chord bearing joists, the
ends of the joist must be restrained laterally
per Section 5.4(d) before releasing the hoisting
cables.
5) After the joist is straightened and plumbed,
and all bridging is completely installed and
anchored, the ends of the joists shall be fully
connected to the supports in accordance with
Section 5.6 End Anchorage.
*For a thorough coverage of this topic, refer to SJI
Technical Digest #9, “Handling and Erection of Steel
Joists and Joist Girders”.
48
DEFINITION OF SPAN
C
C
SPAN
C
SPAN
4"
SPAN
4"
4"
[ DESIGN LENGTH = SPAN —0.33 FT. ]
Parallel chord joists installed to a slope greater than ¹⁄₂ inch per foot shall use span defined by the length along the slope.
49
STANDARD LOAD TABLE
FOR OPEN WEB STEEL JOISTS, K-SERIES
Based on a Maximum Allowable Tensile Stress of 30 ksi
Adopted by the Steel Joist Institute November 4, 1985;
The black figures in the following table give the TOTAL
safe uniformly distributed load-carrying capacities, in
pounds per linear foot, of K-Series Steel Joists. The
weight of DEAD loads, including the joists, must be
deducted to determine the LIVE load-carrying capacities
of the joists. Sloped parallel-chord joists shall use span
as defined by the length along the slope.
The figures shown in RED in this load table are the LIVE
loads per linear foot of joist which will produce an approximate deflection of 1/360 of the span. LIVE loads which
will produce a deflection of 1/240 of the span may be
obtained by multiplying the figures in RED by 1.5. In no
case shall the TOTAL load capacity of the joists be
exceeded.
The approximate joist weights per linear foot shown in
these tables do not include accessories.
The approximate moment of inertia of the joist, in inches4
is;
Ij = 26.767(WLL)(L3)(10-6), where WLL = RED figure in the
Load Table and L = (Span - .33) in feet.
For the proper handling of concentrated and/or varying
loads, see Section 5.5 in the Recommended Code of
Standard Practice for Steel Joists and Joist Girders.
Where the joist span exceeds the unshaded area of
the load table, the row of bridging nearest the mid-span
shall be diagonal bridging with bolted connections at the
chords and intersections.
STANDARD LOAD TABLE/OPEN WEB STEEL JOISTS, K-SERIES
Joist
Designation
Depth (in.)
Approx. Wt
(lbs./ft.)
Span (ft.)
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
8K1
10K1
12K1
12K3
12K5
14K1
14K3
14K4
14K6
16K2
16K3
16K4
16K5
16K6
16K7
8
10
12
12
12
14
14
14
14
16
16
16
16
16
16
16
5.1
5.0
5.0
5.7
7.1
5.2
6.0
6.7
7.7
5.5
6.3
7.0
7.5
8.1
8.6
10.0
550
550
550
510
500
425
434
344
380
282
336
234
299
197
268
167
241
142
218
123
199
106
181
93
166
81
550
550
550
510
550
463
543
428
476
351
420
291
374
245
335
207
302
177
273
153
249
132
227
116
208
101
550
550
550
510
550
463
550
434
550
396
550
366
507
317
454
269
409
230
370
198
337
172
308
150
282
132
550
550
511
475
448
390
395
324
352
272
315
230
284
197
257
170
234
147
214
128
196
113
180
100
166
88
154
79
143
70
550
550
550
507
550
467
495
404
441
339
395
287
356
246
322
212
293
184
268
160
245
141
226
124
209
110
193
98
180
88
550
550
550
507
550
467
550
443
530
397
475
336
428
287
388
248
353
215
322
188
295
165
272
145
251
129
233
115
216
103
550
550
550
507
550
467
550
443
550
408
550
383
525
347
475
299
432
259
395
226
362
199
334
175
308
156
285
139
265
124
550
550
512
488
456
409
408
347
368
297
333
255
303
222
277
194
254
170
234
150
216
133
200
119
186
106
173
95
161
86
151
78
142
71
550
550
550
526
508
456
455
386
410
330
371
285
337
247
308
216
283
189
260
167
240
148
223
132
207
118
193
106
180
96
168
87
158
79
550
550
550
526
550
490
547
452
493
386
447
333
406
289
371
252
340
221
313
195
289
173
268
155
249
138
232
124
216
112
203
101
190
92
550
550
550
526
550
490
550
455
550
426
503
373
458
323
418
282
384
248
353
219
326
194
302
173
281
155
261
139
244
126
228
114
214
103
550
550
550
526
550
490
550
455
550
426
548
405
498
351
455
307
418
269
384
238
355
211
329
188
306
168
285
151
266
137
249
124
233
112
550
550
550
526
550
490
550
455
550
426
550
406
550
385
507
339
465
298
428
263
395
233
366
208
340
186
317
167
296
151
277
137
259
124
550
550
550
526
550
490
550
455
550
426
550
406
550
385
550
363
550
346
514
311
474
276
439
246
408
220
380
198
355
178
332
161
311
147
550
550
550
550
550
480
532
377
444
288
377
225
324
179
281
145
246
119
550
550
550
542
550
455
479
363
412
289
358
234
313
192
277
159
246
134
221
113
199
97
29
30
31
32
50
16K9
Joist
18K3 18K4 18K5 18K6 18K7 18K9 18K10
Designation
18
18
18
18
18
18
18
Depth (In.)
Approx. Wt.
6.6
7.2
7.7
8.5
9
10.2 11.7
(lbs./ft.)
Span (ft.)
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
550
550
514
494
463
423
420
364
382
316
349
276
320
242
294
214
272
190
252
169
234
151
218
136
203
123
190
111
178
101
168
92
158
84
149
77
141
70
550
550
550
523
550
490
506
426
460
370
420
323
385
284
355
250
328
222
303
198
282
177
263
159
245
144
229
130
215
118
202
108
190
98
179
90
169
82
550
550
550
523
550
490
550
460
518
414
473
362
434
318
400
281
369
249
342
222
318
199
296
179
276
161
258
146
242
132
228
121
214
110
202
101
191
92
550
550
550
523
550
490
550
460
550
438
516
393
473
345
435
305
402
271
372
241
346
216
322
194
301
175
281
158
264
144
248
131
233
120
220
110
208
101
550
550
550
523
550
490
550
460
550
438
550
418
526
382
485
337
448
299
415
267
385
239
359
215
335
194
313
175
294
159
276
145
260
132
245
121
232
111
550
550
550
523
550
490
550
460
550
438
550
418
550
396
550
377
538
354
498
315
463
282
431
254
402
229
376
207
353
188
332
171
312
156
294
143
278
132
550
550
550
523
550
490
550
460
550
438
550
418
550
396
550
377
550
361
550
347
548
331
511
298
477
269
446
243
418
221
393
201
370
184
349
168
330
154
20K3 20K4 20K5 20K6 20K7 20K9 20K10 22K4 22K5 22K6 22K7 22K9 22K10 22K11
20
20
20
20
20
20
20
22
22
22
22
22
22
22
6.7
7.6
8.2
8.9
9.3
10.8
12.2
8
8.8
9.2
9.7
11.3
12.6
13.8
517
517
468
453
426
393
389
344
357
302
329
266
304
236
281
211
261
189
243
170
227
153
212
138
199
126
187
114
176
105
166
96
157
88
148
81
141
74
133
69
127
64
550
550
550
520
514
461
469
402
430
353
396
312
366
277
339
247
315
221
293
199
274
179
256
162
240
147
226
134
212
122
200
112
189
103
179
95
170
87
161
81
153
75
550
550
550
520
550
490
529
451
485
396
446
350
412
310
382
277
355
248
330
223
308
201
289
182
271
165
254
150
239
137
226
126
213
115
202
106
191
98
181
90
172
84
550
550
550
520
550
490
550
468
528
430
486
380
449
337
416
301
386
269
360
242
336
218
314
198
295
179
277
163
261
149
246
137
232
125
220
115
208
106
198
98
188
91
550
550
550
520
550
490
550
468
550
448
541
421
500
373
463
333
430
298
401
268
374
242
350
219
328
199
309
181
290
165
274
151
259
139
245
128
232
118
220
109
209
101
550
550
550
520
550
490
550
468
550
448
550
426
550
405
550
389
517
353
482
317
450
286
421
259
395
235
371
214
349
195
329
179
311
164
294
151
279
139
265
129
251
119
550
550
550
520
550
490
550
468
550
448
550
426
550
405
550
389
550
375
550
359
533
336
499
304
468
276
440
251
414
229
390
210
369
193
349
178
331
164
314
151
298
140
550
548
518
491
475
431
438
381
404
338
374
301
348
270
324
242
302
219
283
198
265
180
249
164
235
149
221
137
209
126
198
116
187
107
178
98
169
91
161
85
153
79
146
73
139
68
550
548
550
518
536
483
493
427
455
379
422
337
392
302
365
272
341
245
319
222
299
201
281
183
265
167
249
153
236
141
223
130
211
119
200
110
190
102
181
95
173
88
165
82
157
76
550
548
550
518
550
495
537
464
496
411
459
367
427
328
398
295
371
266
347
241
326
219
306
199
288
182
272
167
257
153
243
141
230
130
218
120
207
111
197
103
188
96
179
89
171
83
550
548
550
518
550
495
550
474
550
454
512
406
475
364
443
327
413
295
387
267
363
242
341
221
321
202
303
185
286
169
271
156
256
144
243
133
231
123
220
114
209
106
200
99
191
92
550
548
550
518
550
495
550
474
550
454
550
432
550
413
532
387
497
349
465
316
436
287
410
261
386
239
364
219
344
201
325
185
308
170
292
157
278
146
264
135
252
126
240
117
229
109
550
548
550
518
550
495
550
474
550
454
550
432
550
413
550
399
550
385
550
369
517
337
486
307
458
280
432
257
408
236
386
217
366
200
347
185
330
171
314
159
299
148
285
138
272
128
550
548
550
518
550
495
550
474
550
454
550
432
550
413
550
399
550
385
550
369
549
355
532
334
516
314
494
292
467
269
442
247
419
228
397
211
377
195
359
181
342
168
326
157
311
146
41
42
43
44
51
Joist
Designation
Depth (In.)
Approx. Wt.
(lbs./ft.)
Span (ft.)
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
24K4
24K5
24K6
24K7
24K8
24K9
24K10
24K12
26K5
26K6
26K7
26K8
26K9
26K10
26K12
24
24
24
24
24
24
24
24
26
26
26
26
26
26
26
8.4
9.3
9.7
10.1
11.5
12.0
13.1
16.0
9.8
10.6
10.9
12.1
12.2
13.8
16.6
520
516
479
456
442
405
410
361
381
323
354
290
331
262
310
237
290
215
273
196
257
179
242
164
229
150
216
138
205
128
195
118
185
109
176
101
168
94
160
88
153
82
146
76
139
71
133
67
128
63
550
544
540
511
499
453
462
404
429
362
400
325
373
293
349
266
327
241
308
220
290
201
273
184
258
169
244
155
231
143
219
132
208
122
198
114
189
106
180
98
172
92
164
86
157
80
150
75
144
70
550
544
550
520
543
493
503
439
467
393
435
354
406
319
380
289
357
262
335
239
315
218
297
200
281
183
266
169
252
156
239
144
227
133
216
124
206
115
196
107
187
100
179
93
171
87
164
82
157
77
550
544
550
520
550
499
550
479
521
436
485
392
453
353
424
320
397
290
373
265
351
242
331
221
313
203
296
187
281
172
266
159
253
148
241
137
229
127
219
118
209
110
199
103
191
97
183
90
175
85
550
544
550
520
550
499
550
479
550
456
536
429
500
387
468
350
439
318
413
289
388
264
366
242
346
222
327
205
310
189
294
174
280
161
266
150
253
139
242
130
231
121
220
113
211
106
202
99
194
93
550
544
550
520
550
499
550
479
550
456
550
436
544
419
510
379
478
344
449
313
423
286
399
262
377
241
356
222
338
204
320
189
304
175
290
162
276
151
263
140
251
131
240
122
230
114
220
107
211
101
550
544
550
520
550
499
550
479
550
456
550
436
550
422
550
410
549
393
532
368
502
337
473
308
447
283
423
260
401
240
380
222
361
206
344
191
327
177
312
165
298
154
285
144
272
135
261
126
250
118
550
544
550
520
550
499
550
479
550
456
550
436
550
422
550
410
549
393
532
368
516
344
501
324
487
306
474
290
461
275
449
261
438
247
427
235
417
224
406
213
387
199
370
185
354
174
339
163
325
153
542
535
502
477
466
427
434
384
405
346
379
314
356
285
334
259
315
237
297
217
280
199
265
183
251
169
238
156
227
145
215
134
205
125
196
116
187
108
179
101
171
95
164
89
157
83
150
78
144
73
139
69
133
65
550
541
547
519
508
464
473
417
441
377
413
341
387
309
364
282
343
257
323
236
305
216
289
199
274
184
260
170
247
157
235
146
224
136
213
126
204
118
194
110
186
103
178
96
171
90
164
85
157
80
151
75
145
71
550
541
550
522
550
501
527
463
492
417
460
378
432
343
406
312
382
285
360
261
340
240
322
221
305
204
289
188
275
174
262
162
249
150
238
140
227
131
217
122
207
114
199
107
190
100
183
94
175
89
168
83
162
79
550
541
550
522
550
501
550
479
544
457
509
413
477
375
448
342
422
312
398
286
376
263
356
242
337
223
320
206
304
191
289
177
275
164
263
153
251
143
240
133
229
125
219
117
210
110
202
103
194
97
186
91
179
86
550
541
550
522
550
501
550
479
550
459
550
444
519
407
488
370
459
338
433
310
409
284
387
262
367
241
348
223
331
207
315
192
300
178
286
166
273
155
261
145
250
135
239
127
229
119
220
112
211
105
203
99
195
93
550
541
550
522
550
501
550
479
550
459
550
444
549
431
532
404
516
378
501
356
486
334
460
308
436
284
413
262
393
243
374
225
356
210
339
195
324
182
310
170
296
159
284
149
272
140
261
131
250
124
241
116
231
110
550
541
550
522
550
501
550
479
550
459
550
444
549
431
532
404
516
378
501
356
487
334
474
315
461
299
449
283
438
269
427
256
417
244
407
232
398
222
389
212
380
203
369
192
353
180
339
169
325
159
313
150
301
142
49
50
51
52
52
Joist
Designation
Depth (In.)
Approx. Wt.
(lbs./ft.)
Span (ft.)
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
28K6
28K7
28K8
28K9
28K10
28K12
30K7
30K8
30K9
30K10
30K11
28
28
28
28
28
28
30
30
30
30
30
30
11.4
11.8
12.7
13.0
14.3
17.1
12.3
13.2
13.4
15.0
16.4
17.6
548
541
511
486
477
439
446
397
418
361
393
329
370
300
349
275
330
252
312
232
296
214
280
198
266
183
253
170
241
158
230
147
220
137
210
128
201
120
192
112
184
105
177
99
170
93
163
88
157
83
151
78
145
74
140
70
135
66
550
543
550
522
531
486
497
440
466
400
438
364
412
333
389
305
367
280
348
257
329
237
313
219
297
203
283
189
269
175
257
163
245
152
234
142
224
133
214
125
206
117
197
110
189
103
182
97
175
92
168
87
162
82
156
77
151
73
550
543
550
522
550
500
550
480
515
438
484
399
456
364
430
333
406
306
384
282
364
260
346
240
328
222
312
206
297
192
284
179
271
167
259
156
248
146
237
136
227
128
218
120
209
113
201
106
193
100
186
95
179
89
173
85
166
80
550
543
550
522
550
500
550
480
549
463
527
432
496
395
468
361
442
332
418
305
396
282
376
260
357
241
340
224
324
208
309
194
295
181
282
169
270
158
258
148
247
139
237
130
228
123
219
115
210
109
203
103
195
97
188
92
181
87
550
543
550
522
550
500
550
480
549
463
532
435
516
410
501
389
487
366
474
344
461
325
447
306
424
284
404
263
384
245
367
228
350
212
334
198
320
186
306
174
294
163
282
153
270
144
260
136
250
128
240
121
232
114
223
108
215
102
550
543
550
522
550
500
550
480
549
463
532
435
516
410
501
389
487
366
474
344
461
325
449
308
438
291
427
277
417
264
407
252
398
240
389
229
380
219
372
210
365
201
357
193
350
185
338
175
325
165
313
156
301
147
290
139
280
132
550
543
534
508
501
461
471
420
443
384
418
351
395
323
373
297
354
274
336
253
319
234
303
217
289
202
276
188
263
176
251
164
241
153
230
144
221
135
212
127
203
119
195
112
188
106
181
100
174
94
168
89
162
84
156
80
151
76
146
72
141
69
550
543
550
520
549
500
520
460
490
420
462
384
436
353
413
325
391
300
371
277
353
256
335
238
320
221
305
206
291
192
278
179
266
168
255
157
244
148
234
139
225
130
216
123
208
116
200
109
192
103
185
98
179
92
173
88
167
83
161
79
156
75
550
543
550
520
549
500
532
468
516
441
501
415
475
383
449
352
426
325
404
300
384
278
365
258
348
240
332
223
317
208
303
195
290
182
277
171
266
160
255
150
245
141
235
133
226
126
218
119
209
112
202
106
195
100
188
95
181
90
175
86
169
81
550
543
550
520
549
500
532
468
516
441
501
415
487
392
474
374
461
353
449
333
438
315
427
300
413
282
394
263
376
245
359
229
344
214
329
201
315
188
303
177
291
166
279
157
268
148
258
140
249
132
240
125
231
118
223
112
215
106
208
101
201
96
550
543
550
520
549
500
532
468
516
441
501
415
487
392
474
374
461
353
449
333
438
315
427
300
417
284
407
270
398
258
389
246
380
236
372
226
362
215
347
202
333
190
320
179
308
169
296
159
285
150
275
142
265
135
256
128
247
121
239
115
231
109
550
543
550
520
549
500
532
468
516
441
501
415
487
392
474
374
461
353
449
333
438
315
427
300
417
284
407
270
398
258
389
246
380
236
372
226
365
216
357
207
350
199
343
192
336
184
330
177
324
170
312
161
301
153
290
145
280
137
271
130
262
124
57
58
59
60
53
30K12
Please reference Chapter Vl of SJI Technical Digest
No. 9 HANDLING AND ERECTION of steel joists and
joist girders (July, 1987).
KCS JOISTS
M
M
The KCS joists:
1. Provide a versatile K-Series joist that can be
easily specified to support uniform loads plus
concentrated and non-uniform loads.
2) Eliminate many repetitive load diagrams
required on contract documents and allow some
flexibility of load locations.
KCS joists are designed in accordance with the Standard
Specifications for K-Series joists.
Standard K-Series Joists are designed for simple span
uniform load which results in a parabolic moment
diagram for chord forces and a linearly sloped shear
diagram for web forces. When non-uniform and/or
concentrated loads are encountered the shear and
moment diagrams required may be shaped quite
differently and may not be covered by the shear and
moment design envelopes of a standard K-Series joist.
KCS joist chords are designed for a flat positive moment
envelope. The moment capacity is constant at all interior
panels. The top chord end panel is designed for axial
load based on the force in the first tension web, which is
based on the specified shear. A uniform load of 550 plf
(8020 N/m) is used to check end panel bending.
The web forces are determined based on a flat shear
envelope. All webs are designed for a vertical shear
equal to the specified shear capacity. Furthermore, all
webs (except the first tension web which remains in
tension under all simple span gravity loads) will be
designed for 100% stress reversal.
The KCS joist load tables list the shear and moment
capacity of each joist. The selection of a KCS joist
requires the specifying professional to calculate the
maximum moment and shear imposed and select
the appropriate KCS joist. If a KCS joist cannot be
selected from the load table or if any uniform load
exceeds 550 plf (8020 N/m) or if the maximum concentrated load exceeds the shear capacity of the joist, use
double KCS joists or select an LH-SERIES joist. For the
LH-SERIES joist, supply a load diagram. When net uplift
loads, end moments or other external horizontal loads
are a design consideration, these loads shall be provided
to the joist manufacturer by the specifying professional.
As is the case with standard K-, LH- and DLH-SERIES
joists, chord bending due to concentrated loads must be
addressed. In the case of concentrated loads, the
specifying professional shall handle them in one of two
ways: 1) specify on the structural drawings that an extra
web must be field applied at all concentrated loads not
occurring at joist panel points, or 2) provide exact
locations of all concentrated loads for which the joist
manufacturer shall provide necessary reinforcement.
M o
R
V
o
R
KCS JOIST
SHEAR AND MOMENT ENVELOPES
EXAMPLE 1
1000 lb. (4.45kN)
8 ft
(2438mm)
W = 240 plf (3503N/m)
L = 40 ft. (12192mm)
(L= design length)
RL
RR
M = 625 in-kip (70.6 kN-m)
RL= 5600 lbs. (24.9 kN), RR = 5000 lbs.(22.2 kN)
Select a 22KCS3, M = 658 in-kip (74.3 kN-m)
R = 6600 lbs. (29.3 kN)
Bridging section no. 9 for L = 40 ft.(12192 mm)
Use 22K9 to determine bridging and stability requirements.
Since a standard KCS Joist can be selected from the
load table a load diagram is not required.
54
KCS JOISTS
Bridging section no. 12 for L = 55 ft. (16764 mm) Use
28K12 to determine bridging and stability requirements.
OPTION B: Select an LH-Series Joist. Calculate an
equivalent uniform load based on the maximum moment
or shear:
8M
WM =
= 641 plf (9.35 kN/m)
2
L
EXAMPLE 2
300 lb (1.33kN)
4’
3’
914 mm
W = 160 plf (2335N/m)
2’
1219 mm
500 lb (2.2kN)
610 mm
800 lb (3.56kN)
W=270 plf (3940N/m)
WV =
2R
= 509 plf (7.43 kN/m)
L
8 ft.
2438m
Use 641 plf (9.35 kN/m)
From the LH-Series Load Table select a 32LH13.
W = 690 plf (10.06 kN/m) for a 55 ft. (16764 mm) span.
Specify a 32LH13SP and present a load diagram on the
structural drawings with the following note:
JOIST MANUFACTURER SHALL DESIGN FOR THE
LOADING SHOWN IN THE LOAD DIAGRAM.
L = 30 ft
(9144mm)
RL
RR
M = 443 in-kip (50.1 kN-m)
RL = 5000 lbs. (22.2 kN), RR = 5340 lbs. (23.7 kN)
Select a 22KCS2, M = 488 in-kip (55.1 kN-m)
R = 5900 lbs.(26.2 kN)
Bridging section no. 6 for L = 30 ft. (9144 mm)
Use 22K6 to determine bridging and stability requirements. Since the maximum uniform load of 430 plf
(6275 N/m) (270 plf (3940 N/m) + 160 plf (2335 N/m))
does not exceed the maximum KCS joist uniform load
of 550 plf (8020 N/m) and a standard KCS joist can
be selected from the load table, a load diagram is
not required.
EXAMPLE 3
2000 lb
2000 lb (8.9kN)
W =500plf
(7297N/m)
W = 300 plf (4378N/m)
20 ft
(6096mm)
15 ft
(4572mm)
20 ft
(6096mm)
L = 55 ft. (16764mm)
RL
RR
M = 2910 in-kip (328.8 kN-m)
RL = RR = 14000 lbs. (62.3 kN)
EXCEEDS CAPACITY OF 30KCS5 (MAXIMUM KCS
JOIST) AND EXCEEDS MAX. UNIFORM LOAD OF
550 plf (8020 kN).
OPTION A: Use double joists each having a min.
M = 1455 in-kip
(164.4 kN-m) and R = 7000 lbs. (31.1 kN) and a uniform
load of 400 plf
(5838 N/m).
Select two 28KCS5, M = 1704 in-kip (192.5 kN-m)
R = 9200 lbs. (40.9 kN)
55
KCS JOISTS LOAD TABLE
(U.S. CUSTOMARY)
JOIST
DEPTH MOMENT
SHEAR APPROX.
DESIGNATION (inches) CAPACITY* CAPACITY* WEIGHT**
(inch-kips)
(lbs)
(lbs/ft)
10KCS1
10KCS2
10KCS3
12KCS1
12KCS2
12KCS3
14KCS1
14KCS2
14KCS3
16KCS2
16KCS3
16KCS4
16KCS5
18KCS2
18KCS3
18KCS4
18KCS5
20KCS2
20KCS3
20KCS4
20KCS5
22KCS2
22KCS3
22KCS4
22KCS5
24KCS2
24KCS3
24KCS4
24KCS5
26KCS2
26KCS3
26KCS4
26KCS5
28KCS2
28KCS3
28KCS4
28KCS5
30KCS3
30KCS4
30KCS5
10
10
10
12
12
12
14
14
14
16
16
16
16
18
18
18
18
20
20
20
20
22
22
22
22
24
24
24
24
26
26
26
26
28
28
28
28
30
30
30
172
225
296
209
274
362
247
324
428
349
470
720
934
395
532
817
1062
442
595
914
1191
488
658
1012
1319
534
720
1108
1448
580
783
1206
1576
626
846
1303
1704
908
1400
1833
2000
2500
3000
2400
3000
3500
2900
3400
3900
4000
4800
5300
5800
4700
5200
5700
6200
5200
6000
7900
8400
5900
6600
7900
8600
6300
7200
8400
8900
6600
7800
8500
9200
6900
8000
8500
9200
8000
8500
9200
6.0
7.5
10.0
6.0
8.0
10.0
6.5
8.0
10.0
8.5
10.5
14.5
18.0
9.0
11.0
15.0
18.5
9.5
11.5
16.5
20.0
10.0
12.5
16.5
20.5
10.0
12.5
16.5
20.5
10.0
12.5
16.5
20.5
10.5
12.5
16.5
20.5
13.0
16.5
21.0
GROSS
MOMENT
OF INERTIA
(in^4)
BRIDG
TABLE.
SECT
NO.
29
37
47
43
55
71
59
77
99
99
128
192
245
127
164
247
316
159
205
308
396
194
251
377
485
232
301
453
584
274
355
536
691
320
414
626
808
478
722
934
1
1
1
3
5
5
4
6
6
6
9
9
9
6
9
10
10
6
9
10
10
6
9
11
11
6
9
12
12
6
9
12
12
6
9
12
12
9
12
12
* MAXIMUM UNIFORMLY DISTRIBUTED LOAD CAPACITY IS 550 PLF AND SINGLE CONCENTRATED
LOAD CANNOT EXCEED SHEAR CAPACITY.
** DOES NOT INCLUDE ACCESSORIES
56
ECONOMY TABLE
K-SERIES JOISTS
deflection due to the design live load to ¹⁄₃₆₀ of the span).
Span = 30'- 0"
Maximum joist depth allowed = 20"
DL = 48 psf (includes joist weight)
LL = 100 psf
TL = 148 psf
WTL = 148 x 2.5 = 370 plf
WLL = 100 x 2.5 = 250 plf
A 22K6 at a span of 30 feet can carry 371 plf of
Total Load and possesses a Live Load deflection figure
of 266 plf. However, it exceeds the maximum depth
limitation of 20 inches. A 20K7 fulfills the Total Load
requirement but possesses a Live Load deflection figure
of only 242 plf. It is then found that a 20K9 is the most
economical joist that satisfies all the requirements of
Total Load, Live Load deflection, and maximum depth
limitation.
Where the joist span exceeds the unshaded area of
the table, the row of bridging nearest the midspan shall
be diagonal bridging with bolted connections at chords
and midspan.
The table on the following pages is provided as an aid to
the designer in selecting the most economical K-Series
joists for the loads and spans required. Although
considerable care has been taken in developing this
chart, it must be realized that each joist manufacturer has
his own unique cost; consequently, the Steel Joist
Institute cannot guaranty the accuracy of this Table.
The K-Series joists are arranged in accordance with their
weight per foot; where two or more joists weigh the
same, they are arranged according to their depth.
To utilize this table, determine the span (ft.) and load (plf.)
required; go to the required span in the left hand column,
then read across until a load equal to or greater than the
required load is reached. The first joist that satisfies this
loading is the most economical joist for those conditions.
If this joist is too deep or too shallow, or does not satisfy
the deflection limitations, continue on horizontally to the
right until a joist is found that satisfies the depth requirements as well as the load and deflection requirements.
EXAMPLE:
Floor joists @ 2'-6" on center, supporting a structural
concrete slab. (Section 5.9 of the Specifications limits the
57
K-SERIES ECONOMY TABLE
Joist
Designation
Depth (In.)
Approx. Wt.
(lbs./ft)
10K1
10
5.0
12K1
12
5.0
8K1
8
5.1
14K1
14
5.2
16K2
16
5.5
12K3
12
5.7
14K3
16K3
14
6.0
16
6.3
18K3
18
6.6
14K4
14
6.7
20K3
16K4
20
6.7
16
7.0
12K5
12
7.1
18K4
16K5
20K4
18
7.2
16
7.5
20
7.6
Span (ft)
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
550
550
550
542
550
455
479
363
412
289
358
234
313
192
277
159
246
134
221
113
199
97
550
550
550
510
500
425
434
344
380
282
336
234
299
197
268
167
241
142
218
123
199
106
181
93
166
81
550
550
550
550
550
480
532
377
444
288
377
225
324
179
281
145
246
119
550
550
511
475
448
390
395
324
352
272
315
230
284
197
257
170
234
147
214
128
196
113
180
100
166
88
154
79
143
70
550
550
512
488
456
409
408
347
368
297
333
255
303
222
277
194
254
170
234
150
216
133
200
119
186
106
173
95
161
86
151
78
142
71
550
550
550
510
550
463
543
428
476
351
420
291
374
245
335
207
302
177
273
153
249
132
227
116
208
101
550
550
550
507
550
467
495
404
441
339
395
287
356
246
322
212
293
184
268
160
245
141
226
124
209
110
193
98
180
88
550
550
550
526
508
456
455
386
410
330
371
285
337
247
308
216
283
189
260
167
240
148
223
132
207
118
193
106
180
96
168
87
158
79
33
34
35
36
37
38
39
40
58
550
550
514
494
463
423
420
364
382
316
349
276
320
242
294
214
272
190
252
169
234
151
218
136
203
123
190
111
178
101
168
92
158
84
149
77
141
70
550
550
550
507
550
467
550
443
530
397
475
336
428
287
388
248
353
215
322
188
295
165
272
145
251
129
233
115
216
103
517
517
468
453
426
393
389
344
357
302
329
266
304
236
281
211
261
189
243
170
227
153
212
138
199
126
187
114
176
105
166
96
157
88
148
81
141
74
133
69
127
64
550
550
550
526
550
490
547
452
493
386
447
333
406
289
371
252
340
221
313
195
289
173
268
155
249
138
232
124
216
112
203
101
190
92
550
550
550
510
550
463
550
434
550
396
550
366
507
317
454
269
409
230
370
198
337
172
308
150
282
132
550
550
550
523
550
490
506
426
460
370
420
323
385
284
355
250
328
222
303
198
282
177
263
159
245
144
229
130
215
118
202
108
190
98
179
90
169
82
1
1
1
1
550
550
550
526
550
490
550
455
550
426
503
373
458
323
418
282
384
248
353
219
326
194
302
173
281
155
261
139
244
126
228
114
214
103
550
550
550
520
514
461
469
402
430
353
396
312
366
277
339
247
315
221
293
199
274
179
256
162
240
147
226
134
212
122
200
112
189
103
79
95
70
87
61
81
53
75
Joist
Designation
Depth (In).
Approx. Wt.
(lbs./ft)
Span (ft)
14
15
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
14K6
14
7.7
550
550
550
507
550
467
550
443
550
408
550
383
525
347
475
299
432
259
395
226
362
199
334
175
308
156
285
139
265
124
18K5
22K4
16K6
20K5
24K4
18K6
16K7
22K5
20K6
18K7
22K6
20K7
24K5
22K7
24K6
18
7.7
22
8.0
16
8.1
20
8.2
24
8.4
18
8.5
16
8.6
22
8.8
20
8.9
18
9.0
22
9.2
20
9.3
24
9.3
22
9.7
24
9.7
550
550
550
523
550
490
550
460
518
414
473
362
434
318
400
281
369
249
342
222
318
199
296
179
276
161
258
146
242
132
228
121
214
110
202
101
191
92
550
548
518
491
475
431
438
381
404
338
374
301
348
270
324
242
302
219
283
198
265
180
249
164
235
149
221
137
209
126
198
116
187
107
178
98
169
91
161
85
153
79
146
73
139
68
550
550
550
526
550
490
550
455
550
426
548
405
498
351
455
307
418
269
384
238
355
211
329
188
306
168
285
151
266
137
249
124
233
112
550
550
550
520
550
490
529
451
485
396
446
350
412
310
382
277
355
248
330
223
308
201
289
182
271
165
254
150
239
137
226
126
213
115
202
106
191
98
181
90
172
84
520
516
479
456
442
405
410
361
381
323
354
290
331
262
310
237
290
215
273
196
257
179
242
164
229
150
216
138
205
128
195
118
185
109
176
101
168
94
160
88
153
82
146
76
139
71
133
67
128
63
550
550
550
526
550
490
550
455
550
426
550
406
550
385
507
339
465
298
428
263
395
233
366
208
340
186
317
167
296
151
277
137
259
124
550
550
550
523
550
490
550
460
550
438
516
393
473
345
435
305
402
271
372
241
346
216
322
194
301
175
281
158
264
144
248
131
233
120
220
110
208
101
59
550
548
550
518
536
483
493
427
455
379
422
337
392
302
365
272
341
245
319
222
299
201
281
183
265
167
249
153
236
141
223
130
211
119
200
110
190
102
181
95
173
88
165
82
157
76
550
550
550
520
550
490
550
468
528
430
486
380
449
337
416
301
386
269
360
242
336
218
314
198
295
179
277
163
261
149
246
137
232
125
220
115
208
106
198
98
188
91
550
550
550
523
550
490
550
460
550
438
550
418
526
382
485
337
448
299
415
267
385
239
359
215
335
194
313
175
294
159
276
145
260
132
245
121
232
111
550
548
550
518
550
495
537
464
496
411
459
367
427
328
398
295
371
266
347
241
326
219
306
199
288
182
272
167
257
153
243
141
230
130
218
120
207
111
197
103
188
96
179
89
171
83
550
550
550
520
550
490
550
468
550
448
541
421
500
373
463
333
430
298
401
268
374
242
350
219
328
199
309
181
290
165
274
151
259
139
245
128
232
118
220
109
209
101
550
544
540
511
499
453
462
404
429
362
400
325
373
293
349
266
327
241
308
220
290
201
273
184
258
169
244
155
231
143
219
132
208
122
198
114
189
106
180
98
172
92
164
86
157
80
150
75
144
70
550
548
550
518
550
495
550
474
550
454
512
406
475
364
443
327
413
295
387
267
363
242
341
221
321
202
303
185
286
169
271
156
256
144
243
133
231
123
220
114
209
106
200
99
191
92
550
544
550
520
543
493
503
439
467
393
435
354
406
319
380
289
357
262
335
239
315
218
297
200
281
183
266
169
252
156
239
144
227
133
216
124
206
115
196
107
187
100
179
93
171
87
164
82
157
77
Joist
Designation
Depth (In).
Approx. Wt
(lbs./ft.)
Span (ft.)
26K5
16K9
24K7
18K9
26K6
20K9
26K7
22K9
28K6
24K8
18K10
28K7
24K9
26K8
20K10
26
16
24
18
26
20
26
22
28
24
18
28
24
26
20
26
9.8
10
10.1
10.2
10.6
10.8
10.9
11.3
11.4
11.5
11.7
11.8
12
12.1
12.2
12.2
16
17
18
19
20
21
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
542
535
502
477
466
427
434
384
405
346
379
314
356
285
334
259
315
237
297
217
280
199
265
183
251
169
238
156
227
145
215
134
205
125
196
116
187
108
179
101
171
95
164
89
157
83
150
78
144
73
139
69
133
65
550
550
550
526
550
490
550
455
550
426
550
406
550
385
550
363
550
346
514
311
474
276
439
246
408
220
380
198
355
178
332
161
311
147
550
544
550
520
550
499
550
479
521
436
485
392
453
353
424
320
397
290
373
265
351
242
331
221
313
203
296
187
281
172
266
159
253
148
241
137
229
127
219
118
209
110
199
103
191
97
183
90
175
85
550
550
550
523
550
490
550
460
550
438
550
418
550
396
550
377
538
354
498
315
463
282
431
254
402
229
376
207
353
188
332
171
312
156
294
143
278
132
550
541
547
519
508
464
473
417
441
377
413
341
387
309
364
282
343
257
323
236
305
216
289
199
274
184
260
170
247
157
235
146
224
136
213
126
204
118
194
110
186
103
178
96
171
90
164
85
157
80
151
75
145
71
550
550
550
520
550
490
550
468
550
448
550
426
550
405
550
389
517
353
482
317
450
286
421
259
395
235
371
214
349
195
329
179
311
164
294
151
279
139
265
129
251
119
550
541
550
522
550
501
527
463
492
417
460
378
432
343
406
312
382
285
360
261
340
240
322
221
305
204
289
188
275
174
262
162
249
150
238
140
227
131
217
122
207
114
199
107
190
100
183
94
175
89
168
83
162
79
550
548
550
518
550
495
550
474
550
454
550
432
550
413
532
387
497
349
465
316
436
287
410
261
386
239
364
219
344
201
325
185
308
170
292
157
278
146
264
135
252
126
240
117
229
109
54
55
56
60
548
541
511
486
477
439
446
397
418
361
393
329
370
300
349
275
330
252
312
232
296
214
280
198
266
183
253
170
241
158
230
147
220
137
210
128
201
120
192
112
184
105
177
99
170
93
163
88
157
83
151
78
145
74
140
70
135
66
550
544
550
520
550
499
550
479
550
456
536
429
500
387
468
350
439
318
413
289
388
264
366
242
346
222
327
205
310
189
294
174
280
161
266
150
253
139
242
130
231
121
220
113
211
106
202
99
194
93
550
550
550
523
550
490
550
460
550
438
550
418
550
396
550
377
550
361
550
347
548
331
511
298
477
269
446
243
418
221
393
201
370
184
349
168
330
154
4
550
543
550
522
531
486
497
440
466
400
438
364
412
333
389
305
367
280
348
257
329
237
313
219
297
203
283
189
269
175
257
163
245
152
234
142
224
133
214
125
206
117
197
110
189
103
182
97
175
92
168
87
162
82
156
77
151
73
550
544
550
520
550
499
550
479
550
456
550
436
544
419
510
379
478
344
449
313
423
286
399
262
377
241
356
222
338
204
320
189
304
175
290
162
276
151
263
140
251
131
240
122
230
114
220
107
211
101
4
550
541
550
522
550
501
550
479
544
457
509
413
477
375
448
342
422
312
398
286
376
263
356
242
337
223
320
206
304
191
289
177
275
164
263
153
251
143
240
133
229
125
219
117
210
110
202
103
194
97
186
91
179
86
550
550
550
520
550
90
550
68
550
448
550
426
550
405
550
389
550
375
550
359
533
336
499
304
468
276
440
251
414
229
390
210
369
193
349
178
331
164
314
151
298
140
26K9
550
541
550
522
550
501
550
479
550
459
550
444
519
407
488
370
459
338
433
310
409
284
387
262
367
241
348
223
331
207
315
192
300
178
286
166
273
155
261
145
250
135
239
127
229
119
220
112
211
105
203
99
195
93
Joist
Designation
Depth (In.)
Approx. Wt.
(lbs/ft)
Span (ft.)
30K7
22K10
28K8
28K9
24K10
30K8
30K9
30
12.3
22
12.6
28
12.7
28
13
24
13.1
30
13.2
30
13.4
22
23
24
25
26
27
28
29
30
31
32
33
34
35
36
37
38
39
40
41
42
43
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58
59
60
550
543
534
508
501
461
471
420
443
384
418
351
395
323
373
297
354
274
336
253
319
234
303
217
289
202
276
188
263
176
251
164
241
153
230
144
221
135
212
127
203
119
195
112
188
106
181
100
174
94
168
89
162
84
156
80
151
76
146
72
141
69
550
548
550
518
550
495
550
474
550
454
550
432
550
413
550
399
550
385
550
369
517
337
486
307
458
280
432
257
408
236
386
217
366
200
347
185
330
171
314
159
299
148
285
138
272
128
550
543
550
522
550
500
550
480
515
438
484
399
456
364
430
333
406
306
384
282
364
260
346
240
328
222
312
206
297
192
284
179
271
167
259
156
248
146
237
136
227
128
218
120
209
113
201
106
193
100
186
95
179
89
173
85
166
80
550
543
550
522
550
500
550
480
549
463
527
432
496
395
468
361
442
332
418
305
396
282
376
260
357
241
340
224
324
208
309
194
295
181
282
169
270
158
258
148
247
139
237
130
228
123
219
115
210
109
203
103
195
97
188
92
181
87
550
544
550
520
550
499
550
479
550
456
550
436
550
422
550
410
549
393
532
368
502
337
473
308
447
283
423
260
401
240
380
222
361
206
344
191
327
177
312
165
298
154
285
144
272
135
261
126
250
118
550
543
550
520
549
500
520
460
490
420
462
384
436
353
413
325
391
300
371
277
353
256
335
238
320
221
305
206
291
192
278
179
266
168
255
157
244
148
234
139
225
130
216
123
208
116
200
109
192
103
185
98
179
92
173
88
167
83
161
79
156
75
550
543
550
520
549
500
532
468
516
441
501
415
475
383
449
352
426
325
404
300
384
278
365
258
348
240
332
223
317
208
303
195
290
182
277
171
266
160
255
150
245
141
235
133
226
126
218
119
209
112
202
106
195
100
188
95
181
90
175
86
169
81
22K11 26K10 28K10 30K10 24K12 30K11 26K12 28K12 30K12
22
13.8
550
548
550
518
550
495
550
474
550
454
550
432
550
413
550
399
550
385
550
369
549
355
532
334
516
314
494
292
467
269
442
247
419
228
397
211
377
195
359
181
342
168
326
157
311
146
61
26
13.8
550
541
550
522
550
501
550
479
550
459
550
444
549
431
532
404
516
378
501
356
486
334
460
308
436
284
413
262
393
243
374
225
356
210
339
195
324
182
310
170
296
159
284
149
272
140
261
131
250
124
241
116
231
110
28
14.3
550
543
550
522
550
500
550
480
549
463
532
435
516
410
501
389
487
366
474
344
461
325
447
306
424
284
404
263
384
245
367
228
350
212
334
198
320
186
306
174
294
163
282
153
270
144
260
136
250
128
240
121
232
114
223
108
215
102
30
15
550
543
550
520
549
500
532
468
516
441
501
415
487
392
474
374
461
353
449
333
438
315
427
300
413
282
394
263
376
245
359
229
344
214
329
201
315
188
303
177
291
166
279
157
268
148
258
140
249
132
240
125
231
118
223
112
215
106
208
101
201
96
24
16
550
544
550
520
550
499
550
479
550
456
550
436
550
422
550
410
549
393
532
368
516
344
501
324
487
306
474
290
461
275
449
261
438
247
427
235
417
224
406
213
387
199
370
185
354
174
339
163
325
153
30
16.4
550
543
550
520
549
500
532
468
516
441
501
415
487
392
474
374
461
353
449
333
438
315
427
300
417
284
407
270
398
258
389
246
380
236
372
226
362
215
347
202
333
190
320
179
308
169
296
159
285
150
275
142
265
135
256
128
247
121
239
115
231
109
26
16.6
550
541
550
522
550
501
550
479
550
459
550
444
549
431
532
404
516
378
501
356
487
334
474
315
461
299
449
283
438
269
427
256
417
244
407
232
398
222
389
212
380
203
369
192
353
180
339
169
325
159
313
150
301
142
28
17.1
550
543
550
522
550
500
550
480
549
463
532
435
516
410
501
389
487
366
474
344
461
325
449
308
438
291
427
277
417
264
407
252
398
240
389
229
380
219
372
210
365
201
357
193
350
185
338
175
325
165
313
156
301
147
290
139
280
132
30
17.6
550
543
550
520
549
500
532
468
516
441
501
415
487
392
474
374
461
353
449
333
438
315
427
300
417
284
407
270
398
258
389
246
380
236
372
226
365
216
357
207
350
199
343
192
336
184
330
177
324
170
312
161
301
153
290
145
280
137
271
130
262
124
LONGSPAN AND DEEP LONGSPAN STEEL JOISTS,
LH- AND DLH-SERIES
INTRODUCTION
Parallel Chords, Underslung
Longspan and Deep Longspan Steel Joists are relatively lightweight shop-fabricated steel trusses. Longspan
Steel Joists are used for the direct support of floor or roof
slabs or decks between walls, beams, and main structural members. Deep Longspan Steel Joists are used for
the direct support of roof slabs or decks between walls,
beams and main structural members.
The LH- and DLH-Series have been designed for the
purpose of extending the use of joists to spans in excess
of those covered by Open Web Joists.
Longspan Series Joists have been standardized in
depths from 18" (457 mm) through 48" (1219 mm), for
clear spans through 96 feet (29260 mm).
Deep Longspan Series Joists have been standardized in
depths from 52" (1321 mm) through 72" (1829 mm), for
clear spans up through 144 feet (43891 mm).
Parallel Chords, Square Ends
Top Chord Pitched One Way, Underslung
Top Chord P itched One Way, Square Ends
Top Chord Pitched Two Ways, Underslung
STANDARD TYPES
Top Chord Pitched Two Ways, Square Ends
Longspan and Deep Longspan Steel Joists can be
furnished with either underslung or square ends, with
parallel chords or with single or double pitched top
chords to provide sufficient slope for roof drainage.
Square end joists are primarily intended for bottom
chord bearing.
Sloped parallel-chord joists shall use span as defined
by the length along the slope. The joist designation is
determined by its nominal depth at the center of the span
and by the chord size designation.
The depth of the bearing seat at the ends of underslung
LH- DLH- Longspan Joists has been established at
5" (127 mm) for chord sizes #2 through #17. A bearing
seat depth of 7¹⁄₂ inches (191 mm) has been established
for the DLH-Series chord sizes #18 and #19.
All Longspan and Deep Longspan Steel Joists are
fabricated with standardized camber as listed in paragraph 103.6.
The illustrations above indicate Longspan and Deep
Longspan Steel Joists with modified WARREN type web
systems. However, the web systems may be any type,
whichever is standard with the manufacturer furnishing
the product.
ACCESSORIES
CEILING
EXTENSION
LONGSPAN AND DEEP
LONGSPAN JOISTS FOR ROOF
CONSTRUCTION ON
STRUCTURAL STEEL COLUMNS
LONGSPAN JOISTS FOR
FLOOR CONSTRUCTION ON
STRUCTURAL STEEL
BOLTED
CONNECTIONS
Where Longspan or Deep Longspan Joists are
supported on structural steel members, the connection is
generally field welded. The number, size and length of
welds should be specified. Where bolted connections are
specified, slotted holes are provided in the bearing seats
for this purpose.
62
FOR LONGSPAN STEEL JOISTS, LH-SERIES AND
DEEP LONGSPAN STEEL JOISTS, DLH-SERIES
ANSI Designation: SJI-LH/DLH-1.0
Adopted by the Steel Joist Institute February 15, 1978
SECTION 100.
SECTION 102.
SCOPE
MATERIALS
use of Longspan Steel Joists LH-Series, and Deep
Longspan Steel Joists, DLH-Series.
102.1 STEEL
Specifications:
A242/A242M.
Structural Quality ASTM A529/A529M, Grade 50.
• High-Strength Low-Alloy Columbium-Vanadium
Structural Steel, ASTM A572/A572M Grade 42,
45, and 50.
• High-Strength Low-Alloy Structural Steel with
50 ksi (345 MPa) Minimum Yield Point to 4 inches
High-Strength Low-Alloy and High-Strength LowAlloy with Improved Formability, ASTM
A1008/A1008M.
ASTM A1011/A1011M.
material in the state used for final assembly and manufacture is weldable and is proved by tests performed by
the producer or manufacturer to have the properties
specified in Section 102.2.
SECTION 101.
DEFINITION
The term “Longspan Steel Joists LH-Series and Deep
Longspan Steel Joists DLH-Series”, as used herein,
refers to open web, load-carrying members utilizing hotrolled or cold-formed steel, including cold-formed steel
whose yield strength* has been attained by cold working.
LH-Series are suitable for the direct support of floors
and roof decks in buildings, and DLH-Series are suitable
for direct support of roof decks in buildings.
The design of LH- and DLH-Series joist chord and web
sections shall be based on a yield strength of at least
36 ksi (250 MPa), but not greater than 50 ksi (345 MPa).
Steel used for LH- and DLH-Series joist chord or web
sections shall have a minimum yield strength determined
in accordance with one of the procedures specified in
Section 102.2, which is equal to the yield strength
assumed in the design. LH- and DLH-Series joist shall
support the loads given in the attached Standard Load
Tables for LH- and DLH-Series joists.
* The term “Yield Strength” as used herein shall designate
the yield level of a material as determined by the
applicable method outlined in paragraph 13.1, “Yield
Point” and in paragraph 13.2, “Yield Strength”, of ASTM
Standard A370, “Standard Test Methods and
Definitions for Mechanical
Testing of Steel
Products”, or as specified in Section 102.2 of this
Specification.
stresses prescribed in Section 103 shall be at least 36 ksi
(250 MPa), but shall not be greater than 50 ksi
(345 MPa). Evidence that the steel furnished meets or
exceeds the design yield strength shall, if requested, be
provided in the form of an affidavit or by witnessed or
certified test reports.
Standard Specifications and Load Tables, Longspan
Steel Joists, LH-Series and Deep Longspan Steel Joist
DLH-Series
Steel Joist Institute – Copyright, 2002
63
LONGSPAN AND DEEP LONGSPAN STEEL JOISTS, LH- AND DLH-SERIES
material, the mechanical properties which conform to the
requirements of one of the listed specifications, test
specimens and procedure shall conform to those of such
specifications and to ASTM A370.
specifications, the test specimens and procedures shall
conform to the applicable requirements of ASTM A370,
sheet and strip, or (b) 18 percent in 8 inches (203 mm)
for plates, shapes and bars with adjustments for thickness for plates, shapes and bars as prescribed in ASTM
A36/A36M, A242/A242M, A529/A529M, A572/A572M,
A588/A588M, whichever specification is applicable on
the basis of design yield strength.
A6/A6M for plates, shapes, and bars; and ASTM
A570/A570M, A606, A607, and A611 for sheet and strip.
If as-formed strength is utilized, the test reports shall
show the results of tests performed on full section
specimens in accordance with the provisions of the AISI
Specifications for the Design of Cold formed Steel
Structural Members and shall indicate compliance
with these provisions and with the following additional
requirements:
the section.
and control purposes, the specimen shall withstand a
gross shortening of 2 percent of its original length
without cracking. The length of the specimen shall be
not greater than 20 times its least radius of gyration.
(d) If any test specimen fails to pass the requirements of
subparagraphs a, b, and c above, as applicable, two
retests shall be made of specimens from the same
lot. Failure of one of the retest specimens to meet
such requirements shall be the cause for rejection of
the lot represented by the specimens.
(250 MPa), and the other having a specified minimum yield strength greater than 36 ksi (250 MPa).
AWS A5.1, E60XX
AWS A5.17, FXX-EXXX flux electrode combination
AWS A5.20, E60T-X
or any of those listed in Section 102.3(a).
Other welding methods, providing equivalent strength as
demonstrated by tests, may be used.
102.4 PAINT
The standard shop paint is intended to protect the
steel for only a short period of exposure in ordinary
atmospheric conditions and shall be considered an
impermanent and provisional coating.
SSPC No. 15
specification.
SECTION 103.
DESIGN AND
MANUFACTURE
103.1 METHOD
Joists shall be designed in accordance with these
specifications as simply supported, uniformly loaded
trusses supporting a floor or roof deck so constructed as
to brace the top chord of the joists against lateral
buckling. Where any applicable design feature is not
specifically covered herein, the design shall be in
accordance with the following specifications.
shapes or bars.
Members, for members which are formed from sheet
or strip material.
102.3 WELDING ELECTRODES
103.2 UNIT STRESSES
The following electrodes shall be used for arc welding:
(a) For connected members both having a specified minimum yield strength greater than 36 ksi (250 MPa).
AWS A5.1 or A5.5, E70XX
AWS A5.17, F7XX -EXXX flux electrode combination
AWS A5.18, E70S-X or E7OU-1
AWS A5.20, E7OT-X
(b) For connected members both having a specified
minimum yield strength of 36 ksi (250 MPa) or one
having a specified minimum yield strength of 36 ksi
Joists shall have their components so proportioned that
the unit stresses in kips per square inch (Mega Pascals)
shall not exceed the following, where Fy is the yield
strength defined in Section 102.2:
(a) Tension:
All members.......................................Ft = 0.6Fy
64
(b) Compression
For members with K /r less than Cc:
1Fa =
K r
2
2C c
2
QFy
5 3 K r
1 K r
+
3 8 Cc
8 Cc
where Cc =
The slenderness ratios, 1.0 /r and 1.0 s/r of members
as a whole or any component part shall not exceed the
values given in Table 103.3.1, Parts A.
The effective slenderness ratio, K /r*, to be used in
calculating the allowable stresses Fa and F'e, is
the largest value as determined from Table 103.3.1,
Parts B and C.
In compression members when fillers or ties are used,
they shall be spaced so that the s/rz ratio of each
component does not exceed the governing /r ratio of the
member as a whole. The terms are defined as follows:
= Length center-to-center of panel points, except
= 36" (914 mm) for calculating
/ry of top chord
member.
2 2E
QFy
3
and
Specifications, Section B5 (Allowable Stress Design)
for hot-rolled sections; where K is a length factor
used to determine the effective slenderness ratio as
shown in Table 103.3.1.
For cold-formed sections, the method of calculating
the allowable column design strength is given in the
AISI Specification.
For members with K /r greater than Cc:
Fa =
12
2
* See AISC Specification Section C2.1 and P.N. Chod and
T. V. Galambos, Compression Chords Without Fillers in
Longspan Steel Joists, Research Report No. 36, June
1975 Structural Division, Civil Engineering Department,
Washington University, St. Louis, MO.
E
23 K r
2
In the above formulas, K /r taken as the appropriate
effective slenderness ratio as determined from
Section 103.3 and “E” is equal to 29,000 ksi
(200,000 MPa).
(c) Bending:
For chords and web members other than solid
rounds
Fb = 0.6Fy
For web members of solid round cross section
Fb = 0.9Fy
For bearing plates
Fb = 0.75Fy
(d) Weld Stresses:
Shear at throat of fillet welds:
Made with E70 series electrodes or F7XX-EXXX-X
flux-electrode combinations. . . . . . . 21 ksi (145 MPa)
flux-electrode combinations . . . . . . 18 ksi (124 MPa)
Tension or compression on groove or butt welds
shall be the same as those specified for the
connected material.
65
= maximum length center-to-center between panel
point and filler (tie), or between adjacent fillers (ties).
rx = member radius of gyration in the plane of the joist.
ry = member radius of gyration out of the plane of the joist.
rz = least radius of gyration of a member component.
s
TABLE 103.3.1
MAXIMUM AND EFFECTIVE SLENDERNESS RATIOS
I
TOP CHORD INTERIOR PANEL
A. The slenderness ratios, 1.0 /r and 1.0
s/r,
of members as a whole or any component part shall not exceed 90.
B. The effective slenderness ratio to determine “Fa”
1. With fillers or ties
0.75
2. Without fillers or ties
3. Single component members
0.75
C. The effective slenderness ratio to determine “F'e”
0.75
0.75
0.75
/rx
1.0 /ry
/rx
1.0 /ry
1.0
s/rz
0.75 /rz
/rx
/rx
/rx
II
TOP CHORD END PANEL
A. The slenderness ratios, 1.0 /r and 1.0 s/r, of members as a whole or any component part shall not exceed 120.
1.0 /ry
1.0 s/rz
1.0 /rx
1.0 /rz
1.0 /rx
1.0 /ry
C. The effective slenderness ratio to determine “F'e”
1.0 /rx
1.0 /rx
1.0 /rx
III
TENSION MEMBERS - CHORDS AND WEBS
IV COMPRESSION WEB MEMBERS
1.0 /ry
1.0 s/rz
0.75 /rx
1.0 /rz
0.75 /rx*
1.0 /ry
* Use 1.2 /rx for a crimped, first primary compression web member when a moment-resistant weld group is not used for
this member.
66
(d) Eccentricity
Members connected at a joint shall have their center
of gravity lines meet at a point, if practical.
Eccentricity on either side of the neutral axis of chord
members may be neglected when it does not exceed
the distance between the neutral axis and the back
of the chord. Otherwise, provision shall be made for
the stresses due to eccentricity. Ends of joists shall
be proportioned to resist bending produced by
eccentricity at the support.
In those cases where a single angle compression
member is attached to the outside of the stem of a
tee or double angle chord, due consideration shall
be given to eccentricity.
(e) Extended Ends
Extended top chords or full depth cantilever
ends require the special attention of the specifying
professional. The magnitude and location of the
design loads to be supported, the deflection
requirements, and the proper bracing shall be
clearly indicated on the structural drawings.
103.4 MEMBERS
(a) Chords
loaded tension member.
The top chord shall be designed as a continuous
member subject to combined axial and bending
stresses and shall be so proportioned that
fa + fb ≤ 0.6 Fy at the panel point; and
fa
+
Fa
Cm fb
1-
≤ 1.0, at mid-panel; in which
fa
QFb
F e’
Cm = 1 - 0.3fa/F'e for end panels
Cm = 1 - 0.4fa/F'e for interior panels
fa = Computed axial unit compressive stress
fb = Computed bending unit compressive stress at
the point under consideration
Fa = Permissible axial unit compressive stress
based on K /r.
Fb = Permissible bending unit stress; 0.6Fy
103.5 CONNECTIONS
(a) Methods
Joist connections and splices shall be made by
a) Selected welds shall be inspected visually by
the manufacturer. Prior to this inspection,
weld slag shall be removed.
repaired.
c) Thorough fusion shall exist between layers of
weld metal and between weld metal and
base metal for the required design length of
the weld; such fusion shall be verified by
visual inspection.
d) Unfilled weld craters shall not be included in
the design length of the weld.
e) Undercut shall not exceed 1/16 inch (2 mm)
stress.
f) The sum of surface (piping) porosity diameters shall not exceed ¹⁄₁₆ inch (2 mm) in any
1 inch (25 mm) of design weld length.
g) Weld spatter that does not interfere with paint
coverage is acceptable.
2) Welding Program
Manufacturers shall have a program for
establishing weld procedures and operator
qualification, and for weld sampling and testing.
2
F'e =
12 E
23 K rx
2
rx = Radius of gyration about the axis of bending
Q = Form factor as defined in Section 103.2(b).
The radius of gyration of the top chord about its
vertical axis shall be not less than /170 where is
the spacing in inches (millimeter) between lines of
bridging as specified in Section 104.5(d).
The top chord shall be considered as stayed
laterally by the floor slab or roof deck provided
the requirements of Section 104.9(e) of these specifications are met.
(b) Web
web members shall be determined from full uniform
loading, but such vertical shears shall be not less
than 25 percent of the end reaction.
Warren type web systems shall be designed to resist
the gravity loads supported by the member plus ¹⁄₂ of
1.0 percent of the top chord axial force.
(c) Depth
Joists may have either parallel chords or a top chord
slope of ¹⁄₈ inch per foot (1:96). The depth, for the
purpose of design, in all cases shall be the depth at
mid-span.
67
3)
Weld Inspection by Outside Agencies (See
Section 104.13 of these specifications).
The agency shall arrange for visual inspection to
determine that welds meet the acceptance
standards of Section 103.5(a)(1) above.
Ultrasonic, X-Ray, and magnetic particle testing
are inappropriate for joists due to the configurations of the components and welds.
(b) Strength
Joint connections shall develop the maximum force
due to any of the design loads, but not less than
50 percent of the allowable strength of the member
in tension or compression, whichever force is the
controlling factor in the selection of the member.
(c) Shop Splices
Shop splices may occur at any point in chord or web
members. Splices shall be designed for the member
force but not less than 50 percent of the allowable
member strength. Members containing a butt weld
splice shall develop an ultimate tensile force of at
least 57 ksi (393 MPa) times the full design area of
the chord or web. The term “member” shall be
defined as all component parts comprising the chord
or web, at the point of splice.
(d) Field Splices
Field Splices shall be designed by the manufacturer
and may be either bolted or welded. Splices shall be
designed for the member force, but not less than
50 percent of the allowable member strength.
103.7 VERIFICATION OF DESIGN AND
MANUFACTURE
Companies manufacturing any LH- or DLH-Series
Joists shall submit design data to the Steel Joist
Institute (or an independent agency approved by the
Steel Joist Institute) for verification of compliance
with the SJI Specifications.
Each manufacturer shall verify his ability to manufacture LH- and DLH-Series Joists through periodic
In-Plant Inspections. Inspections shall be performed
by an independent agency approved by the Steel
Joist Institute. The frequency, manner of inspection,
and manner of reporting shall be determined by the
Steel Joist Institute. The plant inspections are not a
guaranty of the quality of any specific joists; this
responsibility lies fully and solely with the individual
manufacturer.
SECTION 104.
APPLICATION
104.1 USAGE
where floors and roofs are to be supported directly by
steel joists installed as hereinafter specified. Where joists
are used other than on simple spans under uniformly
distributed loading as prescribed in Section 103.1, they
shall be investigated and modified if necessary to limit the
unit stresses to those listed in Section 103.2.
CAUTION: If a rigid connection of the bottom chord is to
be made to the column or other support, it shall be made
only after the application of the dead loads. The joist is
then no longer simply supported, and the system must be
investigated for continuous frame action by the specifying
professional.
103.6 CAMBER
Joists shall have approximate cambers in accordance
with the following:
Approximate Camber
Top Chord Length
20'-0"
(6096 mm)
¹⁄₄"
(6 mm)
30'-0"
(9144 mm)
³⁄₈"
(10 mm)
40'-0" (12192 mm)
⁵⁄₈"
(16 mm)
50'-0" (15240 mm)
1"
(25 mm)
60'-0" (18288 mm)
1¹⁄₂"
(38 mm)
70'-0" (21336 mm)
2"
(51 mm)
80'-0" (24384 mm)
2³⁄₄"
(70 mm)
90'-0" (27432 mm)
3¹⁄₂"
(89 mm)
100'-0" (30480 mm)
4¹⁄₄"
(108 mm)
110'-0" (33528 mm)
5"
(127 mm)
120'-0" (36576 mm)
6"
(152 mm)
130-0" (39621 mm)
7"
(178 mm)
140'-0" (42672 mm)
8"
(203 mm)
144'-0" (43890 mm)
8¹⁄₂"
(216 mm)
to coordinating joist camber with adjacent framing.
104.2 SPAN
The clear span of a joist shall not exceed 24 times its
depth. The term “Span” as used herein is defined as the
clear span plus 8 inches (203 mm).
104.3 DEPTH
The nominal depth of pitched chord joists shall be the
depth at mid-span. The standard slope of the top chord
shall be ¹⁄₈ inch per foot (1:96).
68
distance in inches (millimeters) between connections at
the point of intersection of the bracing members and the
connections to the chord of the joists.
(c) Bridging Lines
For spans up through 60 feet (18288 mm), welded
horizontal bridging may be used except where the
row of bridging nearest the center is required to be
bolted diagonal bridging as indicated by the
red shaded area in the load table.
For spans over 60 feet (18288 mm) bolted diagonal
bridging shall be used as indicated by the blue and
gray shaded areas of the load table.
(d) Spacing
The maximum spacing of lines of bridging shall not
exceed the values in Table 104.5.1. See Section
104.12 for bridging required for uplift forces.
104.4 END SUPPORTS
LH- and DLH-Series joists supported by masonry or
concrete are to bear on steel bearing plates and shall
be designed as steel bearing. Due consideration of
the end reactions and all other vertical and lateral
forces shall be taken by the specifying professional in
the design of the steel bearing plate and the masonry or concrete. The ends of LH- and DLH-Series
joists shall extend a distance of not less than 6 inches (152 mm) over the masonry or concrete support
and be anchored to the steel bearing plate. The plate
shall be located not more than ¹⁄₂ inch (13 mm) from
the face of the wall and shall be not less 9 inches
(229 mm) wide perpendicular to the length of the
joist. It is to be designed by the specifying professional in compliance with the allowable unit stresses
A.I.S.C. Specification. The steel bearing plate shall
concrete by the specifying professional. The joists
must bear a minimum 4 inches (102 mm) on the
(b) Steel
vertical and lateral forces shall be taken by the specifying professional in the design of the steel support.
The ends of LH or DLH-Series joists shall extend a
steel supports. Where it is deemed necessary to butt
opposite joists over a narrow steel support with bearing less than that noted above, special ends must be
specified, and such ends shall have positive attachment to the support, either by bolting or welding.
Table 104.5.1
LH-DLH
*SECTION
NUMBER
02,03,04
05,06
07,08
09,10
11,12
13,14
15,16
17
18,19
MAX. SPACING
OF LINES OF
BRIDGING
11'-0"
12'-0"
13'-0"
14'-0"
16'-0"
16'-0"
21'-0"
21'-0"
26'-0"
(3352 mm)
(3657 mm)
(3962 mm)
(4267 mm)
(4876 mm)
(4876 mm)
(6400 mm)
(6400 mm)
(7924 mm)
HORIZONTAL
BRACING
FORCE
lbs.
(N)
400
500
650
800
1000
1200
1600
1800
2000
(1779)
(2224)
(2891)
(3558)
(4448)
(5337)
(7117)
(8006)
(8896)
Number of lines of bridging is based on joist clear span
dimensions.
*Last two digits of joist designation shown in load table.
(e) Connections
Connections to the chords of the steel joists shall be
made by positive mechanical means or by welding,
and capable of resisting a horizontal force not less
than that specified in Table 104.5.1.
(f) Bottom Chord Bearing Joists
Where bottom chord bearing joists are utilized, there
shall be a row of diagonal bridging near the support
to provide lateral stability. This bridging shall be
installed as the joists are set in place.
104.5 BRIDGING
(a) Horizontal
Horizontal bridging lines shall consist of two continuous horizontal steel members, one attached to the
top chord and the other attached to the bottom
chord. The /r of the bridging member shall not
exceed 300, where
is the distance in inches
(millimeters) between attachments and r is the least
radius of gyration of the bridging member.
(b) Diagonal
Diagonal bridging shall consist of cross-bracing with
l /r ratio of not more than 200, where is the distance
in inches (millimeters) between connections and r is
the least radius of gyration of the bracing member.
Where cross-bracing members are connected at
their point of intersection, the distance shall be
taken as the
104.6 INSTALLATION OF BRIDGING
All bridging and bridging anchors shall be completely
installed before construction loads are placed on the joists.
Bridging shall support the top and bottom chords against
lateral movement during the construction period and
shall hold the steel joists in the approximate position as
shown on the plans.
69
The ends of all bridging lines terminating at walls or
beams shall be anchored to resist the force shown in
Table 104.5.1.
(e) Attachments
The spacing of attachments along the top chord
shall not exceed 36 inches (914 mm). Such attachments of the slab or deck to the top chords of joists
shall be capable of resisting the following forces:
104.7 END ANCHORAGE
Ends of LH- and DLH-Series joists resting on steel
bearing plates on masonry or structural concrete
shall be attached with a minimum of two ¹⁄₄ inch
(6 mm) fillet welds 2 inches (51 mm) long, or with
two ³⁄₄ inch (19 mm) bolts or the equivalent.
(b) Steel
Ends of LH and DLH-Series joists resting on steel
supports shall be attached with a minimum of two
¹⁄₄ inch (6 mm) fillet welds 2 inches (51 mm) or with
two ³⁄₄ inch (19 mm) bolts or the equivalent. In steel
frames, where columns are not framed in at least
two directions with structural steel members, bearing
seats for joists at column lines shall be
(c) Uplift
joists shall be anchored to resist such forces.
TABLE 104.9.1
*Section
Number
Equivalent
Force Required
02 to 04 incl.
05 to 09 incl.
10 to 17 incl.
18 and 19
120 lbs./ft. (1.75 kN/m)
150 lbs./ft. (2.19 kN/m)
200 lbs./ft. (2.92 kN/m)
250 lbs./ft. (3.65 kN/m)
* Last two digits of joist designation shown in Load Table.
(f) Wood Nailers
Where wood nailers are used, such nailers in
conjunction with deck or slab shall be firmly attached
to the top chords of the joists in conformance with
Section 104.9(e).
(g) Joist With Standing Seam Roofing
The stiffness and strength of standing-seam roof
clips varies from one manufacturer to another.
Therefore, some roof systems cannot be counted on
to provide lateral stability to the joists which support
the roof. Sufficient stability must be provided to brace
the joists laterally under the full design load. The
compression chord must resist the chord axial
design force in the plane of the joist (i.e., x-x axis
buckling) and out of the plane of the joist (i.e., y-y
axis buckling). Out of plane strength may be
achieved by adjusting the bridging spacing and/or
increasing the compression chord area, the joist
depth, and the y-axis radius of gyration. The effective
slenderness ratio in the y-direction equals 0.94 L/ry;
where L is the bridging spacing. The maximum
bridging spacing may not exceed that specified in
Section 104.5d.
Horizontal bridging members attached to the
compression chords and their anchorages must be
designed for a compressive axial force of 0.0025nP,
where n is the number of joists between end anchors
and P is the chord design force. The attachment
force between the horizontal bridging member and
the compression chord is 0.005P. Horizontal bridging
attached to the tension chords shall be proportioned
so that the slenderness ratio between attachments
does not exceed 300. Diagonal bridging shall be proportioned so that the slenderness ratio between
attachments does not exceed 200.
104.8 JOIST SPACING
Joists shall be spaced so that the loading on each joist
does not exceed the allowable load given for the particular designation and clear span in the Load Table.
104.9 FLOOR AND ROOF DECKS
(a) Material
Floor and roof decks may consist of cast-in-place or
pre-cast concrete or gypsum, formed steel, wood,
or other suitable material capable of supporting the
required load at the specified joist spacing.
(b) Thickness
Cast-in-place slabs shall be not less than 2 inches
(51 mm) thick.
(c) Centering
Centering for structural slabs may be ribbed metal
lath, corrugated steel sheets, paper-backed welded
wire fabric, removable centering or any other
suitable material capable of supporting the slab at
the designated joist spacing. Centering shall not
cause lateral displacement or damage to the top
chord of joists during installation or removal of the
centering or placing of the concrete.
(d) Bearing
Slabs or decks shall bear uniformly along the top
chords of the joists.
70
104.10 DEFLECTION
104.14 PARALLEL CHORD SLOPED JOISTS
The deflection due to the design live load shall not
of joists.
SECTION 105.*
ERECTION STABILITY
AND HANDLING
Program.
When it is necessary for the erector to climb on the joists,
extreme caution must be exercised since unbridged
joists may exhibit some degree of instability under the
erector’s weight.
During the construction period, the contractor shall
provide means for adequate distribution of concentrated
loads so that the carrying capacity of any joist is not
exceeded.
A) Stability Requirements
1) Where the joist span does not exceed the erection stability span (as indicated by the shaded
areas of the load table) one end of all joists shall
be attached to its support in accordance with
Section 104.7 – End Anchorage, or the joist
shall be stabilized by the hoisting cable(s)
before allowing the weight of an erector on
the joists.
When a bolted seat connection is used for
erection purposes, as a minimum, the bolts
must be snug tightened. The snug tight condition is defined as the tightness that exists when
all plies of a joint are in firm contact. This may be
attained by a few impacts of an impact wrench
or the full effort of an employee using an
ordinary spud wrench.
2) A maximum weight of two erectors shall be
allowed on any unbridged joist if: 1) the joist is
stabilized by the hoisting cable(s), or 2) one end
of the joist is attached to its support in the
manner prescribed in Section 104.7 - End
Anchorage and the bolted diagonal bridging
required for erection stability is completely
installed.
Where the span of the joist exceeds the erection
stability span as indicated by the shaded area of
the load table, hoisting cables shall not be
released until the following conditions are met:
a) One line of bolted diagonal bridging is
completely installed near the mid span for
joist spans included in the red shaded area
of the load table.
104.11 PONDING
towards points of free drainage or adequate individual
ponding conditions in accordance with Section K2
(Allowable Stress Design) of the AISC Specification.*
104.12 UPLIFT
Where uplift forces due to wind are a design requirement,
these forces must be indicated on the contract drawings
in terms of net uplift in pounds per square foot (Pascals).
When these forces are specified, they must be considered in the design of joists and/or bridging. A single line
of bottom chord bridging must be provided near the first
bottom chord panel points whenever uplift due to wind
forces is a design consideration.*
Roofs to Resist Uplift Loads.”
104.13 INSPECTION
Joists shall be inspected by the manufacturer before
shipment to insure compliance of materials and workmanship with the requirements of these specifications. If
the purchaser wishes an inspection of the steel joists by
someone other than the manufacturer’s own inspectors,
he may reserve the right to do so in his “Invitation to Bid”
or the accompanying “Job Specifications”.
such shop inspection of the joists at the manufacturing
shop by the purchaser’s inspectors at purchaser’s
expense.
71
b)
Two lines of bolted diagonal bridging
nearest the third points of the span are
completely installed for spans of over
60 feet (18288 mm) through 100 feet
(30480 mm) as indicated by the blue
shaded area in the LH and DLH Series
Joist Load Tables.
c) All lines of bolted diagonal bridging are
completely installed for spans over 100 feet
(30480 mm) as indicated by the gray
shaded area in the DLH Load Table.
3) No loads other than the weight of the erector are
allowed on the joist until all bridging is completely installed and all joist ends are attached.
4) In the case of bottom chord bearing joists, the
ends of the joist must be restrained laterally
per Section 104.5(f) before releasing the
hoisting cables.
5) After the joist is straightened and plumbed, and
all
bridging
is
completely
installed
and anchored, the ends of the joists shall be
fully connected to the supports in accordance
with Section 104.7- End Anchorage.
B) Field Welding
1) All field welding shall be performed in a
workman-like manner to insure that the joists
are not damaged by such welding.
2) On cold-formed members whose yield strength
has been attained by cold working, and whose
as-formed strength is used in the design, the
total length of weld at any one point shall not
exceed 50 percent of the overall developed
width of the cold-formed section.
C) Handling
Particular attention should be paid to the erection of
Longspan and Deep Longspan steel joists. Care
shall be exercised at all times to avoid damage to the
joists and accessories through careless handling
during unloading, storing and erecting.
Each joist shall be adequately braced laterally before
any loads are applied. If lateral support is provided
by bridging, the bridging lines as defined in Section
105(A)(2)(a), (b) or (c) must be anchored to prevent
lateral movement.
* For thorough coverage of this topic, refer to SJI Technical
Digest #9, “Handling and Erection of Steel Joists and
Joist Girders”.
72
STANDARD LOAD TABLE
LONGSPAN STEEL JOISTS, LH-SERIES
Adopted by the Steel Joist Institute May 25, 1983;
pounds per linear foot, of LH-Series joists. The weight of
DEAD loads, including the joists, must in all cases be
of the joists. The approximate DEAD load of the joists
may be determined from the weights per linear foot
shown in the tables.
The RED figures in this load table are the LIVE loads per
linear foot of joist which will produce an approximate
deflection of ¹⁄₃₆₀ of the span. LIVE loads which will
produce a deflection of ¹⁄₂₄₀ of the span may be obtained
by multiplying the RED figures by 1.5. In no case shall
the TOTAL load capacity of the joists be exceeded.
This load table applies to joists with either parallel chords
or standard pitched top chords. When top chords are
pitched, the carrying capacities are determined by the
nominal depth of the joists at the center of the span.
Standard top chord pitch is ¹⁄₈ inch per foot. If pitch
exceeds this standard, the load table does not apply.
Sloped parallel-chord joists shall use span as defined by
the length along the slope.
Approx. Wt Depth SAFE LOAD*
Joist
in Lbs.
in Lbs. Per
in
Designation Linear Ft inches Between
(Joists only)
25
21-24
12000
18LH02
10
18
468
313
13300
18LH03
11
18
521
348
15500
18LH04
12
18
604
403
17500
18LH05
15
18
684
454
20700
18LH06
15
18
809
526
21500
18LH07
17
18
840
553
22400
18LH08
19
18
876
577
24000
18LH09
21
18
936
616
22-24
25
11300
20LH02
10
20
442
306
12000
20LH03
11
20
469
337
14700
20LH04
12
20
574
428
15800
20LH05
14
20
616
459
21100
20LH06
15
20
822
606
22500
20LH07
17
20
878
647
23200
20LH08
19
20
908
669
25400
20LH09
21
20
990
729
27400
20LH10
23
20
1068
786
Where the joist span is in the RED SHADED area of
the load table, the row of bridging nearest the midspan
shall be diagonal bridging with bolted connections at
chords and intersection. Hoisting cables shall not be
released until this row of bolted diagonal bridging is completely installed.
Where the joist span is in the BLUE SHADED area of
the load table, all rows of bridging shall be diagonal bridging with bolted connections at chords and intersection.
Hoisting cables shall not be released until the two rows of
bridging nearest the third points are completely installed.
The approximate moment of inertia of the joist, in inches4 is;
I j = 26.767(WLL)(L3)(10-6), where WLL = RED figure in the
Load Table, and L = (clear span + .67) in feet.
When holes are required in top or bottom chords, the
carrying capacities must be reduced in proportion to
the reduction of chord areas.
The top chords are considered as being stayed laterally
by floor slab or roof deck.
CLEAR SPAN IN FEET
26
442
284
493
317
571
367
648
414
749
469
809
513
843
534
901
571
26
437
303
463
333
566
406
609
437
791
561
845
599
873
619
953
675
1028
724
27
418
259
467
289
535
329
614
378
696
419
780
476
812
496
868
527
27
431
298
458
317
558
386
602
416
763
521
814
556
842
575
918
626
991
673
28
391
234
438
262
500
296
581
345
648
377
726
428
784
462
838
491
28
410
274
452
302
528
352
595
395
723
477
786
518
813
536
886
581
956
626
29
367
212
409
236
469
266
543
311
605
340
678
386
758
427
810
458
29
388
250
434
280
496
320
571
366
679
427
760
484
785
500
856
542
924
585
73
30
345
193
382
213
440
242
508
282
566
307
635
349
717
387
783
418
30
365
228
414
258
467
291
544
337
635
386
711
438
760
468
828
507
894
545
31
324
175
359
194
413
219
476
256
531
280
595
317
680
351
759
380
31
344
208
395
238
440
265
513
308
596
351
667
398
722
428
802
475
865
510
32
306
160
337
177
388
200
448
233
499
254
559
288
641
320
713
346
32
325
190
372
218
416
243
484
281
560
320
627
362
687
395
778
437
839
479
33
289
147
317
161
365
182
421
212
470
232
526
264
604
292
671
316
33
307
174
352
200
393
223
458
258
527
292
590
331
654
365
755
399
814
448
34
273
135
299
148
344
167
397
195
443
212
496
241
571
267
633
289
34
291
160
333
184
372
205
434
238
497
267
556
303
621
336
712
366
791
411
35
259
124
283
136
325
153
375
179
418
195
469
222
540
246
598
266
35
275
147
316
169
353
189
411
219
469
246
526
278
588
309
673
336
748
377
36
245
114
267
124
308
141
355
164
396
180
444
204
512
226
566
245
36
262
136
299
156
335
174
390
202
444
226
497
256
558
285
636
309
707
346
37
249
126
283
143
318
161
371
187
421
209
471
236
530
262
603
285
670
320
38
237
117
269
133
303
149
353
173
399
192
447
218
503
242
572
264
636
296
39
225
108
255
123
289
139
336
161
379
178
425
202
479
225
544
244
604
274
40
215
101
243
114
275
129
321
150
361
165
404
187
457
209
517
227
575
254
STANDARD LOAD TABLE/LONG SPAN STEEL JOISTS, LH-SERIES
Joist
Designation
Approx. Wt Depth
in Lbs. Per
in
Linear Ft. inches
(Joists only)
SAFELOAD*
in Lbs.
Between
24LH03
11
24
28-32
11500
24LH04
12
24
14100
24LH05
13
24
15100
24LH06
16
24
20300
24LH07
17
24
22300
24LH08
18
24
23800
24LH09
21
24
28000
24LH10
23
24
29600
24LH11
25
24
31200
28LH05
13
28
33-39 40
14000 14000
28LH06
16
28
18600 18600
28LH07
17
28
21000 21000
28LH08
18
28
22500 22500
28LH09
21
28
27700 27700
28LH10
23
28
30300 30300
28LH11
25
28
32500 32500
28LH12
27
28
35700 35700
28LH13
30
28
37200 37200
32LH06
14
32
38-46 47-48
16700 16700
32LH07
16
32
18800 18800
32LH08
17
32
20400 20400
32LH09
21
32
25600 25600
32LH10
21
32
28300 28300
32LH11
24
32
31000 31000
32LH12
27
32
36400 36400
32LH13
30
32
40600 40600
32LH14
33
32
41800 41800
32LH15
35
32
43200 43200
36LH07
16
36
42-46 47-56
16800 16800
36LH08
18
36
18500 18500
36LH09
21
36
23700 23700
36LH10
21
36
26100 26100
36LH11
23
36
28500 28500
36LH12
25
36
34100 34100
36LH13
30
36
40100 40100
36LH14
36
36
44200 44200
36LH15
36
36
46600 46600
CLEAR SPAN IN FEET
33
342
235
419
288
449
308
604
411
665
452
707
480
832
562
882
596
927
624
41
337
219
448
289
505
326
540
348
667
428
729
466
780
498
857
545
895
569
49
338
211
379
235
411
255
516
319
571
352
625
385
734
450
817
500
843
515
870
532
57
292
177
321
194
411
247
454
273
495
297
593
354
697
415
768
456
809
480
34
339
226
398
265
446
297
579
382
638
421
677
447
808
530
856
559
900
588
42
323
205
429
270
484
305
517
325
639
400
704
439
762
475
837
520
874
543
50
326
199
366
223
397
242
498
302
550
332
602
363
712
428
801
480
826
495
853
511
58
283
168
311
185
398
235
440
260
480
283
575
338
675
395
755
434
795
464
35
336
218
379
246
440
285
555
356
613
393
649
416
785
501
832
528
875
555
43
310
192
412
253
464
285
496
305
612
375
679
414
736
448
818
496
854
518
51
315
189
353
211
383
229
480
285
531
315
580
343
688
406
785
461
810
476
837
492
59
274
160
302
176
386
224
426
248
465
269
557
322
654
376
729
412
781
448
36
323
204
360
227
419
264
530
331
588
367
622
388
764
460
809
500
851
525
44
297
180
395
238
445
267
475
285
586
351
651
388
711
423
800
476
835
495
52
304
179
341
200
369
216
463
270
512
297
560
325
664
384
771
444
795
458
821
473
60
266
153
293
168
374
214
413
236
451
257
540
307
634
359
706
392
769
434
37
307
188
343
210
399
244
504
306
565
343
597
362
731
424
788
474
829
498
45
286
169
379
223
427
251
456
268
563
329
625
364
682
397
782
454
816
472
53
294
169
329
189
357
205
447
256
495
282
541
308
641
364
742
420
780
440
805
454
61
258
146
284
160
363
204
401
225
438
246
523
292
615
342
683
373
744
413
74
38
293
175
327
195
380
226
480
284
541
320
572
338
696
393
768
439
807
472
46
275
159
364
209
410
236
438
252
540
309
600
342
655
373
766
435
799
452
54
284
161
318
179
345
194
432
243
478
267
522
292
619
345
715
397
766
417
791
438
62
251
140
276
153
352
195
389
215
425
234
508
279
596
327
661
356
721
394
39
279
162
312
182
363
210
457
263
516
297
545
314
663
363
737
406
787
449
47
265
150
350
197
394
222
420
236
519
291
576
322
629
351
737
408
782
433
55
275
153
308
170
333
184
418
230
462
254
505
277
598
327
690
376
738
395
776
422
63
244
134
268
146
342
186
378
206
412
224
493
267
579
312
641
339
698
375
40
267
152
298
169
347
196
437
245
491
276
520
292
632
337
702
378
768
418
48
255
142
337
186
379
209
403
222
499
274
554
303
605
331
709
383
766
415
56
266
145
298
162
322
175
404
219
445
240
488
263
578
311
666
354
713
374
763
407
64
237
128
260
140
333
179
367
197
401
214
478
255
562
298
621
323
677
358
41
255
141
285
158
331
182
417
228
468
257
497
272
602
313
668
351
734
388
49
245
133
324
175
365
197
387
209
481
258
533
285
582
312
682
361
751
396
57
257
138
288
154
312
167
391
208
430
228
473
251
559
295
643
336
688
355
750
393
65
230
122
253
134
323
171
357
188
389
205
464
243
546
285
602
309
656
342
42
244
132
273
148
317
171
399
211
446
239
475
254
574
292
637
326
701
361
50
237
126
313
166
352
186
371
196
463
243
513
269
561
294
656
340
722
373
58
249
131
279
146
302
159
379
198
416
217
458
239
541
281
621
319
665
337
725
374
66
224
117
246
128
314
163
347
180
378
196
450
232
531
273
584
295
637
327
43
234
124
262
138
304
160
381
197
426
223
455
238
548
272
608
304
671
337
51
228
119
301
156
339
176
357
185
446
228
495
255
540
278
632
321
694
352
59
242
125
271
140
293
151
367
189
402
206
443
227
524
267
600
304
643
321
701
355
67
218
112
239
123
306
157
338
173
368
188
437
222
516
262
567
283
618
312
44
224
116
251
130
291
150
364
184
407
208
435
222
524
254
582
285
642
315
52
220
113
291
148
327
166
344
175
430
216
477
241
521
263
609
303
668
332
60
234
119
262
133
284
144
356
180
389
196
429
216
508
255
581
288
622
304
678
338
68
212
107
233
118
297
150
328
165
358
180
424
213
502
251
551
270
600
299
45
215
109
241
122
280
141
348
172
389
195
417
208
501
238
556
266
616
294
53
213
107
281
140
316
158
331
165
415
204
460
228
502
249
587
285
643
314
61
227
114
254
127
275
137
345
172
376
186
416
206
492
243
562
275
602
290
656
322
69
207
103
227
113
289
144
320
159
348
173
412
204
488
240
535
259
583
286
46
207
102
231
114
269
132
334
161
373
182
400
196
480
223
533
249
590
276
54
206
102
271
133
305
150
319
156
401
193
444
215
485
236
566
270
620
297
62
220
108
247
121
267
131
335
164
364
178
403
196
477
232
544
262
583
276
635
306
70
201
99
221
109
282
138
311
152
339
166
400
195
475
231
520
247
567
274
47
199
96
222
107
258
124
320
152
357
171
384
184
460
209
511
234
567
259
55
199
97
262
126
295
142
308
148
387
183
429
204
468
223
546
256
598
281
63
214
104
240
116
259
125
325
157
353
169
390
187
463
221
527
249
564
264
616
292
71
196
95
215
104
275
133
303
146
330
159
389
187
463
222
505
237
551
263
48
191
90
214
101
248
117
307
142
343
161
369
173
441
196
490
220
544
243
56
193
92
253
120
285
135
297
140
374
173
415
193
453
212
527
243
577
266
64
208
99
233
111
252
120
315
149
342
162
378
179
449
211
511
238
547
251
597
279
72
191
91
209
100
267
127
295
140
322
153
378
179
451
213
492
228
536
252
STANDARD LOAD TABLE/LONG SPAN STEEL JOISTS, LH-SERIES
Joist
Designation
Approx. Wt Depth
in Lbs. Per
in
Linear Ft. inches
SAFELOAD*
in Lbs.
Between
40LH08
16
40
47-59 60-64
16600 16600
40LH09
21
40
21800 21800
40LH10
21
40
24000 24000
40LH11
22
40
26200 26200
40LH12
25
40
31900 31900
40LH13
30
40
37600 37600
40LH14
35
40
43000 43000
40LH15
36
40
48100 48100
40LH16
42
40
53000 53000
44LH09
19
44
52-59 60-72
20000 20000
44LH10
21
44
22100 22100
44LH11
22
44
23900 23900
44LH12
25
44
29600 29600
44LH13
30
44
35100 35100
44LH14
31
44
40400 40400
44LH15
36
44
47000 47000
44LH16
42
44
54200 54200
44LH17
47
44
58200 58200
48LH10
21
48
56-59 60-80
20000 20000
48LH11
22
48
21700 21700
48LH12
25
48
27400 27400
48LH13
29
48
32800 32800
48LH14
32
48
38700 38700
48LH15
36
48
44500 44500
48LH16
42
48
51300 51300
48LH17
47
48
57600 57600
(Joists Only)
CLEAR SPAN IN FEET
65
254
150
332
196
367
216
399
234
486
285
573
334
656
383
734
427
808
469
73
272
158
300
174
325
188
402
232
477
275
549
315
639
366
737
421
790
450
81
246
141
266
152
336
191
402
228
475
269
545
308
629
355
706
397
66
247
144
323
188
357
207
388
224
472
273
557
320
638
367
712
408
796
455
74
265
152
293
168
317
181
393
224
466
265
534
302
623
352
719
405
780
438
82
241
136
260
147
329
185
393
221
464
260
533
298
615
343
690
383
67
241
138
315
180
347
198
378
215
459
261
542
307
620
351
691
390
784
441
75
259
146
286
162
310
175
383
215
454
254
520
291
608
339
701
390
769
426
83
236
132
255
142
322
179
384
213
454
251
521
287
601
331
675
371
68
234
132
306
173
338
190
368
207
447
251
528
295
603
336
671
373
772
428
76
253
141
279
155
302
168
374
207
444
246
506
279
593
326
684
375
759
415
84
231
127
249
137
315
173
376
206
444
243
510
278
588
320
660
358
69
228
127
298
166
329
183
358
198
435
241
514
283
587
323
652
357
761
416
77
247
136
272
150
295
162
365
200
433
236
493
268
579
314
668
362
750
405
85
226
123
244
133
308
167
368
199
434
234
499
269
576
310
646
346
70
222
122
291
160
321
176
349
190
424
231
500
271
571
309
633
342
751
404
78
242
131
266
144
289
157
356
192
423
228
481
259
565
303
652
348
732
390
86
221
119
239
129
301
161
360
193
425
227
488
260
563
299
632
335
71
217
117
283
153
313
169
340
183
413
222
487
260
556
297
616
328
730
387
79
236
127
260
139
282
151
347
185
413
220
469
249
551
292
637
336
715
376
87
217
116
234
125
295
156
353
187
416
220
478
252
551
289
619
324
72
211
112
276
147
305
162
332
176
402
213
475
250
542
285
599
315
710
371
80
231
122
254
134
276
146
339
179
404
212
457
240
537
281
622
324
699
363
88
212
112
229
120
289
151
345
180
407
212
468
244
540
280
606
314
73
206
108
269
141
297
156
323
169
392
205
463
241
528
273
583
302
691
356
81
226
118
249
130
269
140
331
172
395
205
446
231
524
271
608
313
683
351
89
208
108
225
117
283
147
338
175
399
206
458
236
528
271
593
304
74
201
104
263
136
290
150
315
163
382
197
451
231
515
263
567
290
673
342
82
221
114
243
125
264
136
323
166
386
198
436
223
512
261
594
302
667
338
90
204
105
220
113
277
142
332
170
390
199
448
228
518
263
581
294
75
196
100
256
131
283
144
308
157
373
189
440
223
502
252
552
279
655
329
83
216
110
238
121
258
131
315
160
377
191
425
215
500
252
580
291
652
327
91
200
102
216
110
272
138
325
164
383
193
439
221
507
255
569
285
76
192
97
250
126
276
139
300
151
364
182
429
214
490
243
538
268
638
316
84
211
106
233
117
252
127
308
155
369
185
415
207
488
243
568
282
638
316
92
196
99
212
106
266
133
318
159
375
187
430
214
497
247
558
276
77
187
93
244
122
269
134
293
145
355
176
419
207
478
233
524
258
622
304
85
207
103
228
113
247
123
300
149
361
179
406
200
476
234
555
272
624
305
93
192
96
208
103
261
129
312
154
367
181
422
208
487
239
547
268
78
183
90
239
118
262
129
286
140
346
169
409
199
466
225
511
248
606
292
86
202
99
223
110
242
119
293
144
353
173
396
193
466
227
543
263
610
295
94
188
93
204
100
256
126
306
150
360
176
413
201
477
232
536
260
79
178
86
233
113
255
124
279
135
338
163
399
192
455
216
498
239
591
282
87
198
96
218
106
236
115
287
139
346
167
387
187
455
219
531
255
597
285
95
185
90
200
97
251
122
300
145
353
171
405
195
468
225
525
252
*To solve for live loads for clear spans shown in the Safe
Load Column (or lesser clear spans), multiply the live
load of the shortest clear span shown in the Load Table
by the (the shortest clear span shown in the Load
Table + 0.67 feet)2 and divide by (the actual clear
span + 0.67 feet)2. The live load shall not exceed the
safe uniform load.
* The safe uniform load for the clear spans shown in the
Safe Load Column is equal to (Safe Load)/(Clear
span + 0.67). (The added 0.67 feet (8 inches) is
required to obtain the proper length on which the Load
Tables were developed).
* In no case shall the safe uniform load, for clear spans
less than the minimum clear span shown in the Safe
Load Column, exceed the uniform load calculated
for the minimum clear span listed in the Safe
Load Column.
75
80
174
83
228
109
249
119
273
130
330
157
390
185
444
209
486
230
576
271
88
194
93
214
103
232
111
280
134
338
161
379
181
445
211
520
246
584
276
96
181
87
196
94
246
118
294
141
346
165
397
189
459
218
515
245
STANDARD LOAD TABLE
DEEP LONGSPAN STEEL JOISTS, DLH-SERIES
Adopted by the Steel Joist Institute May 25, 1983;
pounds per linear foot, of DLH-Series joists. The weight
of DEAD loads, including the joists, must in all cases be
of the joists. The approximate DEAD load of the joists
may be determined from the weights per linear foot
shown in the tables. All loads shown are for roof
construction only.
The RED figures in this load table are the LIVE loads per
linear foot of joist which will produce an approximate
deflection of ¹⁄₃₆₀ of the span. LIVE loads which will
produce a deflection of ¹⁄₂₄₀ of the span may be obtained
by multiplying the RED figures by 1.5. In no case shall
the TOTAL load capacity of the joists be exceeded.
This load table applies to joists with either parallel chords
or standard pitched top chords. When top chords are
pitched, the carrying capacities are determined by the
nominal depth of the joists at the center of the span.
Standard top chord pitch is ¹⁄₈ inch per foot. If pitch
exceeds this standard, the load table does not apply.
Sloped parallel-chord joists shall use span as defined by
the length along the slope.
Joist
Designation
Approx. Wt
in Lbs. Per
Linear Ft
(Joists only)
Depth
All rows of bridging shall be diagonal bridging with bolted
connections at the chords and intersections.
Where the joist span is in the BLUE SHADED area of the
load table hoisting cables shall not be released until
the two rows of bridging nearest the third points are
completely installed.
Where the joist span is in the GRAY SHADED area of
the load table hoisting cables shall not be released until
all rows of bridging are completely installed.
4
The approximate moment of inertia of the joist, in inches is;
I j = 26.767(WLL)(L3)(10-6), where WLL = RED figure in the
Load Table, and L = (clear span + .67) in feet.
When holes are required in top or bottom chords, the
carrying capacities must be reduced in proportion to
the reduction of chord areas.
The top chords are considered as being stayed laterally
by floor slab or roof deck.
SAFELOAD*
in
in Lbs.
inches
Between
52DLH10
25
52
61-88
26700
52DLH11
26
52
29300
52DLH12
29
52
32700
52DLH13
34
52
39700
52DLH14
39
52
45400
52DLH15
42
52
51000
52DLH16
45
52
55000
52DLH17
52
52
63300
56DLH11
26
56
66-96
28100
56DLH12
30
56
32300
56DLH13
34
56
39100
56DLH14
39
56
44200
56DLH15
42
56
50500
56DLH16
46
56
54500
56DLH17
51
56
62800
CLEAR SPAN IN FEET
89
298
171
327
187
365
204
443
247
507
276
569
311
614
346
706
395
97
288
169
331
184
401
223
453
249
518
281
559
313
643
356
90
291
165
320
181
357
197
433
239
497
266
557
301
601
335
691
381
98
283
163
324
178
394
216
444
242
508
272
548
304
630
345
91
285
159
313
174
349
191
424
231
486
258
545
291
588
324
676
369
99
277
158
318
173
386
209
435
234
498
264
537
294
618
335
92
279
154
306
169
342
185
414
224
476
249
533
282
575
314
661
357
100
272
153
312
168
379
204
427
228
488
256
526
285
605
325
93
273
150
299
164
334
179
406
216
466
242
522
272
563
304
647
346
101
267
149
306
163
372
197
419
221
478
248
516
277
594
316
76
94
267
145
293
158
327
173
397
209
457
234
511
264
551
294
634
335
102
262
145
300
158
365
191
411
214
469
242
506
269
582
306
95
261
140
287
153
320
168
389
203
447
227
500
256
540
285
620
324
103
257
140
295
153
358
186
403
209
460
234
496
262
571
298
96
256
136
281
149
314
163
381
197
438
220
490
247
528
276
608
315
104
253
136
289
150
351
181
396
202
451
228
487
254
560
289
97
251
132
275
144
307
158
373
191
430
213
480
240
518
267
595
304
105
248
133
284
145
344
175
388
196
443
221
478
247
549
281
98
246
128
270
140
301
153
366
185
421
207
470
233
507
260
583
296
106
244
129
278
141
338
171
381
190
434
215
469
240
539
273
99
241
124
264
135
295
149
358
180
413
201
461
226
497
252
572
286
107
239
125
273
137
331
166
375
186
426
209
460
233
529
266
100
236
120
259
132
289
144
351
174
405
194
451
219
487
245
560
279
108
235
122
268
133
325
161
368
181
419
204
452
227
520
258
101
231
116
254
128
284
140
344
170
397
189
443
213
478
237
549
270
109
231
118
263
130
319
157
361
175
411
198
444
221
510
251
102
227
114
249
124
278
135
338
164
390
184
434
207
468
230
539
263
110
227
115
259
126
314
152
355
171
403
192
436
214
501
245
103
223
110
244
120
273
132
331
159
382
178
426
201
459
224
528
255
111
223
113
254
123
308
149
349
167
396
188
428
209
492
238
104
218
107
240
117
268
128
325
155
375
173
418
195
451
217
518
247
112
219
110
249
119
303
145
343
162
389
182
420
204
483
231
STANDARD LOAD TABLE/DEEP LONGSPAN STEEL JOISTS, DLH-SERIES
Joist
Approx. Wt
Depth
Designation
in Lbs. Per
in
Linear Ft inches
(Joists only)
60DLH12
29
60
60DLH13
35
60
60DLH14
40
60
60DLH15
43
60
60DLH16
46
60
60DLH17
52
60
60DLH18
59
60
64DLH12
31
64
64DLH13
34
64
64DLH14
40
64
64DLH15
43
64
64DLH16
46
64
64DLH17
52
64
64DLH18
59
64
68DLH13
37
68
68DLH14
40
68
68DLH15
44
68
68DLH16
49
68
68DLH17
55
68
68DLH18
61
68
68DLH19
67
68
72DLH14
41
72
72DLH15
44
72
72DLH16
50
72
72DLH17
56
72
72DLH18
59
72
72DLH19
70
72
SAFE LOAD*
CLEAR SPAN IN FEET
in Lbs.
Between
70-99 100-104 105
31100 31100 295
168
37800 37800 358
203
42000 42000 398
216
49300 49300 467
255
54200 54200 513
285
62300 62300 590
324
71900 71900 681
31100
366
75-99 100-112 113
30000 30000 264
153
36400 36400 321
186
41700 41700 367
199
47800 47800 421
234
53800 53800 474
262
62000 62000 546
298
71600 71600 630
337
80-99 100-120 121
35000 35000 288
171
40300 40300 332
184
45200 45200 372
206
53600 53600 441
242
60400 60400 497
275
69900 69900 575
311
80500 80500 662
353
84-99 100-128 129
39200 39200 303
171
44900 44900 347
191
51900 51900 401
225
58400 58400 451
256
68400 68400 528
289
80200 80200 619
328
106
289
163
351
197
391
210
458
248
504
277
579
315
668
357
114
259
150
315
181
360
193
414
228
466
254
536
290
619
328
122
284
168
327
179
365
201
433
236
489
268
566
304
651
344
130
298
167
342
187
395
219
445
250
520
283
609
321
107
284
158
345
191
383
205
450
242
494
269
569
306
656
346
115
255
146
310
176
354
189
407
223
458
248
527
283
608
320
123
279
164
322
175
360
196
427
230
481
262
557
297
641
336
131
294
163
336
183
390
214
438
245
512
276
600
313
108
279
154
339
187
376
199
442
235
485
262
558
298
644
337
116
251
142
305
171
349
184
400
217
450
242
518
275
598
311
124
275
159
317
171
354
191
420
225
474
256
549
289
631
328
132
290
159
331
178
384
209
432
239
505
270
591
306
* The safe uniform load for the clear spans shown in the
Safe Load Column is equal to (Safe Load)/(Clear
span + 0.67). (The added 0.67 feet (8 inches) is
required to obtain the proper length on which the Load
Tables were developed).
*In no case shall the safe uniform load, for clear spans
less than the minimum clear span shown in the Safe
Load Column, exceed the uniform load calculated for
109
274
150
333
181
370
193
434
228
476
255
548
290
632
327
117
247
138
300
168
343
179
394
211
443
235
509
268
587
304
125
271
155
312
167
348
187
413
219
467
249
540
283
621
320
133
285
155
326
174
378
205
426
233
497
265
582
300
110
270
146
327
176
363
189
427
223
468
247
538
283
621
319
118
243
135
295
163
337
174
387
206
435
229
501
262
578
296
126
267
152
308
163
343
182
407
214
460
244
532
276
611
313
134
281
152
322
171
373
200
420
228
490
258
573
293
111
265
142
322
171
356
183
419
216
460
241
529
275
610
310
119
239
132
291
159
332
171
381
201
428
224
492
255
568
288
127
263
149
303
159
337
178
400
209
453
238
524
269
601
305
135
277
149
317
167
368
196
414
224
483
252
565
286
112
261
138
316
167
350
178
412
210
451
235
519
267
599
303
120
235
129
286
155
326
166
375
196
421
218
484
248
559
282
128
259
145
299
155
332
174
394
204
446
232
516
263
592
298
136
274
146
312
163
363
191
408
218
479
247
557
280
113
256
134
311
163
344
173
405
205
444
228
510
261
589
294
121
231
125
281
152
321
162
369
191
414
213
476
243
549
274
129
255
142
294
152
327
170
388
199
439
228
508
257
583
291
137
270
143
308
160
358
188
402
213
470
242
549
274
114
252
131
306
158
338
170
398
200
436
223
501
254
578
286
122
228
122
277
148
316
158
363
187
407
208
468
237
540
267
130
252
138
290
148
322
166
382
195
433
222
501
251
574
285
138
266
139
303
156
353
183
397
209
463
236
541
268
115
248
128
301
154
332
165
392
194
428
217
493
247
568
279
123
224
119
273
144
311
154
358
182
401
203
461
231
532
261
131
248
135
286
145
317
162
376
190
427
217
493
246
565
278
139
262
136
299
152
348
179
391
205
457
231
533
263
116
244
124
296
151
327
161
385
190
421
211
484
241
559
272
124
221
116
269
141
306
151
352
177
394
198
454
226
523
255
132
244
133
281
141
312
158
371
186
420
212
486
240
557
272
140
259
133
295
150
343
175
386
200
450
227
526
257
117
240
121
291
147
321
156
379
185
414
206
476
235
549
266
125
218
114
264
137
301
147
347
173
388
193
446
220
515
249
133
241
130
277
138
308
155
365
182
414
208
479
234
548
266
141
255
131
291
147
338
171
381
196
444
222
518
251
118
236
118
286
143
316
152
373
180
407
201
468
228
540
259
126
214
111
260
134
296
143
341
170
382
189
439
215
507
243
134
237
127
273
135
303
152
360
178
408
203
472
230
540
260
142
252
128
286
143
334
169
376
191
438
217
511
247
119
232
115
282
139
310
149
367
175
400
196
460
223
531
252
127
211
109
257
131
292
140
336
165
376
184
432
210
499
237
135
234
124
269
133
299
148
354
174
403
198
465
225
532
254
143
248
125
282
140
329
165
371
188
432
212
504
241
120
228
113
277
135
305
145
361
171
393
190
453
217
522
246
128
208
106
253
128
287
136
331
161
370
180
426
205
491
232
136
231
121
266
130
294
145
349
171
397
194
459
219
525
248
144
245
123
279
137
325
161
366
184
426
209
497
236
the minimum clear span listed in the Safe Load Column.
*To solve for live loads for clear spans shown in the Safe
Load Column (or lesser clear spans), multiply the
live load of the shortest clear span shown in the Load
Table by (the shortest clear span shown in the
Load Table + 0.67 feet)2 and divide by (the actual clear
span + 0.67 feet)2. The live load shall not exceed the
safe uniform load.
77
JOIST GIRDERS
JOIST GIRDERS
“CAUTION”: If a rigid connection of the bottom
chord is to be made to the column or other support,
it shall be made only after the application of the dead
loads. The Joist Girder is then no longer simply
supported and the system must be investigated
for continuous frame action by the specifying professional*. Bearing details of joists on perimeter
girders, or interior girders with unbalanced loads,
should be designed such that the reactions pass
through the center of the Joist Girder.
The Weight Table lists the approximate weight per linear
foot (Kilograms per meter) for a Joist Girder supporting
the concentrated panel point loads shown. Please note
that the weight of the Joist Girder must be included in the
panel point load (see the example at Section 1006).
For calculating the approximate deflection or checking
for ponding, the following formula may be used in
determining the approximate moment of inertia of a
Joist Girder.
IJG = 0.027 NPLd: where N = number of joist spaces;
P = panel point load in kips; L = Joist Girder length in feet;
and d = effective depth of the Joist Girder in inches, or
IJG = .3296 NPLd: where N = number of joist spaces;
P = panel point load in kiloNewtons; L = Joist Girder
length in millimeters and d = effective depth of the Joist
Girder in millimeters. Contact the Joist Girder manufacturer if a more exact Joist Girder moment of inertia must
be known.
INTRODUCTION
On the following pages are specifications and weight
tables for Joist Girders, which are open web steel
trusses used as primary framing members. They are
designed as simple spans supporting equally spaced
concentrated loads for a floor or roof system. These
concentrated loads are considered to act at the panel
points of the Joist Girders.
Joist Girders have been designed to allow for a growing
need for longer span primary members, coupled with a
need for more efficient steel usage.
These members have been standardized in the Weight
Table for depths from 20 inches (508 mm) to 72 inches
(1829 mm), and spans to 60 feet (18288 mm).
Standardized camber is provided as listed in paragraph
1003.6 of the specifications. Joist Girders are furnished
with underslung ends and lower chord extensions. The
standard depth at the bearing ends has been established
at 7¹⁄₂ inches (191 mm) for all Joist Girders. Joist Girders
are usually attached to the columns by bolting with two
³⁄₄ inch (19 mm) bolts. A loose connection of the lower
chord to the column or other support is recommended
during erection in order to stabilize the lower chord
laterally and to help brace the Joist Girder against
possible overturning. A vertical stabilizer plate shall be
provided on each column for the lower chord of the Joist
Girder. The stabilizer plate shall be furnished by other
than the joist manufacturer.
Technical Digest #11 “Design of Joist-Girder Frames”
Franklin County Training Center,
Grove City, OH
78
FOR JOIST GIRDERS
ANSI Designation: SJI-JG-1.0
Adopted by the Steel Joist Institute, November 4, 1985
Structural Steel, ASTM A572/A572M Grades 42,
45 and 50.
• High-Strength, Low-Alloy Structural Steel with
50 ksi (345 MPa) Minimum Yield Point to 4 inches
High-Strength Low-Alloy and High-Strength
Low-Alloy with Improved Formability, ASTM
A1008/A1008M.
ASTM A1011/A1011M.
material in the state used for final assembly and manufacture is weldable and is proved by tests performed by
the producer or manufacturer to have the properties
specified in Section 1002.2.
SECTION 1000.
SCOPE
use of joist girders.
SECTION 1001.
DEFINITION
The term “Joist Girder”, as used herein, refers to open
web, load-carrying members utilizing hot-rolled or
cold-formed steel, including cold-formed steel whose
yield strength* has been attained by cold working.
The design of joist girder chord and web sections shall be
based on a yield strength of at least 36 ksi (250 MPa), but
not greater than 50 ksi (345 MPa). Steel used for joist
girder chord or web sections shall have a minimum yield
strength determined in accordance with one of the procedures specified in Section 1002.2, which is equal to the
yield strength assumed in the design. Joist girders shall
support panel point loadings.
* The term “Yield Strength” as used herein shall designate the
yield level of a material as determined by the applicable
method outlined in paragraph 13.1, “Yield Point” and in
paragraph 13.2, “Yield Strength”, of ASTM Standard A370,
“Standard Test Methods and Definitions for Mechanical
Testing of Steel Products”, or as specified in Section 1002.2 of
this Specification.
stresses prescribed in Section 1003 shall be at least
36 ksi (250 MPa), but shall not be greater than 50 ksi
(345 MPa). Evidence that the steel furnished meets or
exceeds the design yield strength shall, if requested, be
provided in the form of an affidavit or by witnessed or
certified test reports.
material properties which conform to the requirements
of one of the listed specifications, test specimens and
procedure shall conform to those of such specifications
and to ASTM A370.
specifications, the test specimens and procedure shall
conform to the applicable requirements of ASTM A370
sheet and strip, or (b) 18 percent in 8 inches (203 mm) for
plates, shapes and bars with adjustments for thickness for
plates, shapes and bars as prescribed in ASTM
A36/A36M, A242/A242M, A529/A529M, A572/A572M,
A588/A588M, whichever specification is applicable on the
basis of design yield strength.
SECTION 1002.
MATERIALS
1002.1 STEEL
Specifications:
A242/A242M.
Structural Quality, ASTM A529/A529M, Grade 50.
• High-Strength, Low-Alloy Columbium-Vanadium
Standard Specifications and Load Tables for Joist
Girders
Steel Joist Institute – Copyright, 2002
79
JOIST GIRDERS
A6/A6M for plates, shapes, and bars; and ASTM
A1008/A1008M and A1011/A1011M for sheet and strip.
If as-formed strength is utilized, the test reports shall show
the results of tests performed on full section specimens in
accordance with the provisions of the AISI Specifications
for the Design of Cold-Formed Steel Structural Members
and shall indicate compliance with these provisions and
with the following additional requirements:
the section.
and control purposes, the specimen shall withstand a
gross shortening of 2 percent of its original length
without cracking. The length of the specimen shall not
be greater than 20 times its least radius of gyration.
(d) If any test specimen fails to pass the requirements of
subparagraph a, b, or c above, as applicable, two
retests shall be made of specimens from the same
lot. Failure of one of the retest specimens to meet
such requirements shall be the cause for rejection of
the lot represented by the specimens.
SSPC No. 15
specification.
SECTION 1003.
DESIGN AND
MANUFACTURE
1003.1 METHOD
Joist Girders shall be designed in accordance with these
specifications as simply supported primary members. All
loads will be applied through steel joists, and will be equal
in magnitude and evenly spaced along the joist girder
top chord. Where any applicable design feature is
not specifically covered herein, the design shall be in
accordance with the following specifications:
shapes or bars.
Members, for members which are cold-formed from
sheet or strip material.
1002.3 WELDING ELECTRODES
The following electrodes shall be used for arc welding:
(a) For connected members both having a specified minimum yield strength greater than 36 ksi (250 MPa).
AWS A5.1 or A5.5, E70XX
AWS A5.17, F7XX-EXXX-X flux electrode combination
AWS A5.18, E70S-X
AWS A5.20, E7XT-X
(b) For connected members both having a specified
minimum yield strength of 36 ksi (250 MPa) or one
having a specified minimum yield strength of 36 ksi
(250 MPa) and the other having a specified minimum yield strength greater than 36 ksi (250 MPa).
AWS A5.1, E60XX
AWS A5.17, F6XX-EXXX-X flux electrode combination
AWS A5.20, E6XT-X
or any of those listed in Section 1002.3(a)
Other welding methods, providing equivalent strength as
demonstrated by tests, may be used.
1003.2 UNIT STRESSES
Joist Girders shall have their components so proportioned that the unit stresses in kips per square inch
(Mega Pascals) shall not exceed the following, where Fy
is the yield strength defined in Section 1002.2:
(a) Tension:
All members.......................................Ft = 0.6Fy
(b) Compression
For members with /r less than Cc:
1Fa =
r
2C c
2
2
QFy
r
1
r
5 3
+
3 8 Cc
8 Cc
where Cc =
1002.4 PAINT
2 2E
QFy
3
and
Specifications, Section B5 (Allowable Stress Design)
for hot-rolled sections.
The standard shop paint is intended to protect the steel
for only a short period of exposure in ordinary atmospheric conditions and shall be considered an impermanent and provisional coating.
80
JOIST GIRDERS
For cold-formed sections, the method of calculating
the allowable column strength is given in the AISI
Specification.
For members with /r greater than Cc:
Fa =
1003.4 MEMBERS
(a) Chords
loaded tension member. The radius of gyration of the
bottom chord about its vertical axis shall be not less
than /240 where is the distance between lines
of bracing.
The top chord shall be designed as a axial loaded
compression member. The radius of gyration of the
top chord about the vertical axis shall be not less
than Span/575.
The top chord shall be considered as stayed laterally by the steel joists provided positive attachment
is made.
(b) Web
web members shall be determined from full loading,
but such vertical shear shall be not less than 25 percent of the end reaction.
Warren type web systems that do not support the
direct loads through steel joists shall be designed to
resist 2 percent of the top chord axial force.
Tension members shall be designed to resist, in
compression, at least 25 percent of their axial force.
(c) Fillers and Ties
Chord and web members in compression, composed of two components, shall have fillers, ties or
welds spaced so the /r ratio for each component
shall not exceed the /r ratio of the whole member.
Chord and web members in tension, composed of
two components, shall have fillers, ties or welds
spaced so that the /r ratio of each component shall
not exceed 240. The least r shall be used in computing the /r ratio of a component.
(d) Eccentricity
Members connected at a joint shall have their center
of gravity lines meet at a point, if practical.
Eccentricity on either side of the centroid of chord
members may be neglected when it does not
exceed the distance between the centroid and the
back of the chord. Otherwise, provision shall be
made for the stresses due to eccentricity. Ends of
Joist Girders shall be proportioned to resist bending
produced by eccentricity at the support. In those
cases where a single angle compression member
is attached to the outside of the stem of a tee or
double angle chord, due consideration shall be given
to eccentricity.
12 2E
23
r
2
In the above formula, is the length center to center
of panel points, and r is the corresponding least
radius of gyration of the member or any component
thereof, both in inches (millimeters) and E is equal to
29,000 ksi (200,000 MPa).
Use 1.2 /rx for a crimped, first primary compression
web member when a moment-resistant weld group
is not used for this member; where rx = member
radius of gyration in the plane of the Joist Girder.
(c) Bending:
For chords and web members other than solid
rounds
Fb = 0.6Fy
For web members of solid round cross section
Fb = 0.9Fy
For outstanding legs of top chord angles at points of
loading
Fb = 0.75Fy
For Bearing Plates
Fb = 0.75Fy
(d) Weld Stresses:
Shear at throat of fillet welds:
flux-electrode combinations. . . . . . .21 ksi (145 MPa)
flux-electrode combinations . . . . . .18 ksi (124 MPa)
Tension or compression on groove or butt welds
shall be the same as those specified for the connected material.
The slenderness ratio /r, where is the length centerto-center of support points and r is the corresponding
least radius of gyration, shall not exceed the following:
Top chord interior panels . . . . . . . . . . . . . . . . . . .90
Top chord end panels . . . . . . . . . . . . . . . . . . . . 120
Compression members other than top chord . . .200
Tension members . . . . . . . . . . . . . . . . . . . . . . . 240
81
JOIST GIRDERS
(e) Extended Ends
Extended top chords or full depth cantilever ends
require the special attention of the specifying
professional.
The magnitude and location of the design loads to
be supported, the deflection requirements, and
the proper bracing shall be clearly indicated on the
structural drawings.
(c) Shop Splices
Shop splices may occur at any point in chord or web
members. Splices shall be designed for the member
force but not less than 50 percent of the allowable
member strength. Members containing a butt weld
splice shall develop an ultimate tensile force of at
least 57 ksi (393 MPa) times the full design area of
the chord or web. The term “member” shall be
defined as all component parts comprising the chord
or web, at the point of splice.
(d) Field Splices
Field splices shall be designed by the manufacturer
and may be either bolted or welded. Splices shall be
designed for the member force, but not less than
50 percent of the allowable member strength.
1003.5 CONNECTIONS
(a) Methods
Joint connections and splices shall be made by
a) Selected welds shall be inspected visually
by the manufacturer. Prior to this inspection, weld slag shall be removed.
removed.
c) Thorough fusion shall exist between layers
of weld metal and between weld metal and
base metal for the required design length of
the weld; such fusion shall be verified by
visual inspection.
d) Unfilled weld craters shall not be included in
the design length of the weld.
e) Undercut shall not exceed ¹⁄₁₆ inch (2 mm)
stress.
f) The sum of surface (piping) porosity
diameters shall not exceed ¹⁄₁₆ inch (2 mm)
in any 1 inch (25 mm) of design weld length.
g) Weld spatter that does not interfere with
paint coverage is acceptable.
2) Welding Program
Manufacturers shall have a program for
establishing weld procedures and operator
qualification, and for weld sampling and testing.
3) Weld Inspection by Outside Agencies (See
Section 1004.10 of these specifications).
The agency shall arrange for visual inspection to
determine that welds meet the acceptance standards of Section 1003.5.1) above. Ultrasonic,
X-Ray, and magnetic particle testing are inappropriate for joists due to the configurations of
the components and welds.
(b) Strength
Joint connections shall develop the maximum force
due to any of the design loads, but not less than
50 percent of the allowable strength of the member
in tension or compression, whichever force is the
controlling factor in the selection of the member.
1003.6 CAMBER
Joist Girders shall have approximate cambers in
accordance with the following:
Approximate Camber
Top Chord Length
20'-0" (6096 mm)
¹⁄₄"
(6 mm)
30'-0" (9144 mm)
³⁄₈" (10 mm)
40'-0" (12192 mm)
⁵⁄₈" (16 mm)
50'-0" (15240 mm)
1" (25 mm)
60'-0" (18288 mm)
1¹⁄₂" (38 mm)
1003.7 VERIFICATION OF DESIGN AND
MANUFACTURE
Companies manufacturing Joist Girders shall submit
design data to the Steel Joist Institute (or an independent agency approved by the Steel Joist
Institute) for verification of compliance with the SJI
Specifications.
Each manufacturer shall verify his ability to manufacture Joist Girders through periodic In-Plant
Inspections. Inspections shall be performed by a
independent agency approved by the Steel Joist
Institute. The frequency, manner of inspection, and
manner of reporting shall be determined by the Steel
Joist Institute. The In-Plant Inspections are not a
guaranty of the quality of any specific Joist Girder;
this responsibility lies fully and solely with the
individual manufacturer.
82
JOIST GIRDERS
furnished by other than the joist manufacturer.
concrete by the specifying professional. The girders
must bear a minimum of 4 inches (102 mm) on the
(b) Steel
vertical and lateral forces shall be taken by the
specifying professional in the design of the steel
support. The ends of Joist Girders shall extend a
steel supports and shall have positive attachment to
the support, either by bolting or welding.
SECTION 1004.
APPLICATION
1004.1 USAGE
where steel joists are to be supported directly by Joist
Girders installed as hereinafter specified. Where
Joist Girders are used other than on simple spans under
equal concentrated gravity loading, as prescribed in
Section 1003.1, they shall be investigated and modified if
necessary to limit the unit stresses to those listed in
Section 1003.2. The magnitude and location of all loads
and forces, other than equal concentrated gravity loadings, shall be provided on the structural drawings. The
specifying professional shall design the supporting structure, including the design of columns, connections, and
moment plates*. This design shall account for the stresses caused by lateral forces and the stresses due to connecting the bottom chord to the column or other support.
1004.5 BRACING
Joist Girders shall be proportioned such that they can be
erected without bridging (See Section 1004.9 for bracing
required for uplift forces). Therefore, the following
requirements must be met:
a) The ends of the bottom chord are restrained from lateral movement to brace the girder from overturning.
b) No other loads shall be placed on the Joist Girder
until the steel joists bearing on the girder are in place
and welded to the girder.
Technical Digest #11, “Design of Joist-Girder Frames”
1004.2 SPAN
1004.6 END ANCHORAGE
The span of a Joist Girder shall not exceed 24 times
its depth.
a)
Masonry and Concrete
Ends of Joist Girders resting on steel bearing plates
on masonry or structural concrete shall be attached
thereto with a minimum of two ¹⁄₄ inch (6 mm) fillet
welds 2 inches (51 mm) long, or with two ³⁄₄ inch
(19 mm) bolts, or the equivalent.
b) Steel
Ends of Joist Girders resting on steel supports shall
be attached thereto with a minimum of two ¹⁄₄ inch
(6mm) fillet welds 2 inches (51 mm) long, or with two
³⁄₄ inch (19 mm) bolts, or the equivalent. In steel
frames, bearing seats for Joist Girders shall be
c) Uplift
Joist Girders shall be anchored to resist such forces.
1004.3 DEPTH
Joist Girders may have either parallel top chords or a
top chord pitch of ¹⁄₈ inch per foot (1:96). The nominal
depth of pitched chord Joist Girders shall be the depth at
mid-span.
1004.4 END SUPPORTS
Joist Girders supported by masonry or concrete are
to bear on steel bearing plates and shall be
designed as steel bearing. Due consideration of the
end reactions and all other vertical and lateral forces
shall be taken by the specifying professional in the
concrete. The ends of Joist Girders shall extend a
masonry or concrete support and be anchored to the
steel bearing plate. The plate shall be located not
more than ¹⁄₂ inch (13 mm) from the face of the wall
and shall be not less 9 inches (229 mm) wide
perpendicular to the length of the girder. It is
to be designed by the specifying professional in
compliance with the allowable unit stresses
AISC Specifications. The steel bearing plate shall be
1004.7 DEFLECTION
The deflections due to the design live load shall not
83
JOIST GIRDERS
of Joist Girders.
During the construction period, the contractor shall provide
means for the adequate distribution of concentrated loads
so that the carrying capacity of any Joist Girder is not
exceeded.
Field welding shall not damage the Joist Girder. The total
length of weld at any one cross-section on cold-formed
members whose yield strength has been attained by
cold working and whose as-formed strength is used in
the design, shall not exceed 50 percent of the overall
developed width of the cold-formed section.
Program.
1004.8 PONDING
toward points of free drainage or adequate individual
ponding conditions in accordance with Section K2
(Allowable Stress Design) of the AISC Specification.*
* For a thorough coverage of this topic, refer to SJI
Technical Digest #9, “Handling and Erection of Steel
Joists and Joist Girders”.
SECTION 1006.
HOW TO SPECIFY
JOIST GIRDERS
For a given Joist Girder span, the specifying professional first determines the number of joist spaces. Then the
panel point loads are calculated and a depth is selected.
The following tables give the Joist Girder weight per linear foot (Kilograms/Meter) for various depths and loads.
Example using English units:
1004.9 UPLIFT
Where uplift forces due to wind are a design requirement,
these forces must be indicated on the contract drawings
in terms of net uplift in pounds per square foot (Pascals).
When these forces are specified, they must be considered in the design of Joist Girders and/or bracing. If the
ends of the bottom chord are not strutted, bracing must be
provided near the first bottom chord panel points whenever uplift due to wind forces is a design consideration.*
8.8K
8.8K
8.8K
8.8K
8.8K
Depth
8.8K
8.8K
Joist
Space
Roofs to Resist Uplift Loads”.
Joist Girder Span (C.L of Column to C.L of Column)
STANDARD DESIGNATION
48G
1004.10 INSPECTION
Depth in
Inches
Joist Girders shall be inspected by the manufacturer
before shipment to insure compliance of materials and
workmanship with the requirements of this specification.
If the purchaser wishes an inspection of the Joist Girders
by someone other than the manufacturer’s own inspectors, he may reserve the right to do so in his “Invitation to
Bid” or the accompanying “Job Specifications”.
such inspection of the Joist Girders at the manufacturing
shop by the purchaser’s inspectors at purchaser’s
expense.
8N
Number of
Joist Spaces
8.8K
Kip Load on Each
Panel Point
Given 50'-0" x 40'-0" bay. Joists spaced on 6'-3" centers.
Live Load = 20 psf
Dead Load = 15 psf (includes the approximate
Joist Girder Weight)
Total Load = 35 psf
NOTE: Web configuration may vary from that shown.
Contact Joist Girder manufacturer if exact layout
must be known.
1. Determine number of actual joist spaces (N).
In this example, N = 8.
2. Compute total load:
Total load = 6.25 x 35 psf = 218.75 plf
3. Joist Girder Selection: (Interior)
a) Compute the concentrated load at top chord
panel points P = 218.75 x 40 = 8,750 lbs. =
8.8 kips (use 9K for depth selection).
SECTION 1005.*
HANDLING AND
ERECTION
Particular attention should be paid to the erection of
Joist Girders.
Care shall be exercised at all times to avoid damage
through careless handling during unloading, storing and
erecting. Dropping of Joist Girders shall not be permitted.
84
JOIST GIRDERS
b) Select Joist Girder depth:
Refer to the Joist Girder Design Guide Weight Table
for the 50'-0" span, 8 panel, 9.0K Joist Girder. The
rule of about one inch of depth for each foot of span
is a good compromise of limited depth and economy.
Therefore, select a depth of 48 inches.
c) The Joist Girder will then be designated
48G8N8.8K.
d) The Joist Girder table shows the weight for a
48G8N9K as 43 pounds per linear foot. The
designer should verify that the weight is not
greater than the weight assumed in the dead
load above.
e) Check live load deflection:
Live load = 20 psf x 40 ft. = 800 plf. Approximate
Joist Girder moment of inertia = 0.027 NPLd =
0.027 x 8 x 9 x 50 x 48 = 4666 in4.
Allowable deflection for
50 x 12
plastered ceilings = L/360 =
= 1.67 in.
360
Deflection = 1.15
1.
2.
3.
(
)
0.800
4
1.15 x 5 12 (50 x 12 )
5wL4
=
384EI
384 x 29,000 x 4666
= 0.96 in. < 1.67 in., Okay
Live load deflection rarely governs because of the
relatively small span-depth ratios of Joist Girders.
The purpose of the Design Guide Weight Table for
Joist Girders is to assist the specifying professional
in the selection of a roof or floor support system.
It is not necessary to use only the depths, spans, or
loads shown in the tables.
Holes in chord elements present special problems
which must be considered by both the specifying
professional and the Joist Girder Manufacturer. The
sizes and locations of such holes shall be clearly
indicated on the structural drawings.
85
JOIST GIRDERS
DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS
Joist Girder Weight — Pounds Per Linear Foot
PANEL POINT LOAD (THE GIRDER SELF-WEIGHT SHALL BE INCLUDED IN THE PANEL POINT LOAD)
Span
No. of
Joist
Spaces
[email protected]'
20'0"
[email protected]'
22'0"
[email protected]'
[email protected]'
24'0"
[email protected]'
[email protected]'
25'0"
[email protected]'
[email protected]'
26'0"
[email protected]'
[email protected]'
28'0"
[email protected]'
[email protected]'
[email protected]'
30'0"
[email protected]'
[email protected]'
32'0"
[email protected]'
34'0"
[email protected]'
Depth
(in.)
4K
5K
6K
7K
8K
9K
10K
11K
12K
13K
14K
15K
16K
17K
18K
19K
20K
20
24
28
20
24
28
20
24
28
20
24
28
32
20
24
28
32
20
24
28
32
20
24
28
32
20
24
28
32
20
24
28
32
20
24
28
32
36
20
24
28
32
36
20
24
28
32
36
24
28
32
36
40
24
28
32
36
40
24
28
32
36
40
24
28
32
36
40
24
28
32
36
40
13
13
13
14
14
14
17
17
17
15
15
15
15
17
17
17
18
16
15
15
15
18
16
15
15
16
15
15
15
19
16
15
15
17
16
15
15
16
20
18
17
16
16
20
18
17
17
18
18
17
17
16
16
17
17
17
18
18
20
18
17
16
16
22
20
19
18
17
20
20
17
17
16
13
14
14
14
15
15
17
17
17
15
15
15
15
18
17
17
18
16
15
15
15
18
16
15
15
16
15
15
15
19
16
15
15
17
16
15
15
16
20
18
17
16
16
23
19
18
18
18
19
17
17
16
16
20
18
18
18
18
20
18
17
16
16
22
20
19
18
17
20
20
17
17
16
14
14
14
15
15
15
17
17
17
17
15
15
15
18
18
18
18
18
17
15
16
22
19
17
16
19
16
15
16
21
19
17
17
20
17
17
15
16
24
21
19
17
16
26
23
20
19
19
22
19
17
18
17
23
20
19
19
19
24
21
19
18
18
26
22
21
20
19
25
21
20
19
18
16
14
14
17
15
15
18
17
17
19
17
16
16
23
19
18
18
20
17
16
16
25
21
19
19
22
19
17
16
25
22
19
19
22
21
17
17
16
27
23
21
19
19
29
26
23
20
19
25
22
21
20
18
28
24
21
20
20
25
24
21
20
19
30
26
24
24
22
29
24
21
21
20
17
15
15
18
16
16
20
18
17
22
19
17
16
26
20
19
18
22
20
18
17
27
24
21
20
24
21
18
17
28
26
21
20
25
22
20
18
18
30
26
23
22
20
35
29
27
24
22
28
26
22
22
20
32
27
25
24
21
30
26
24
22
22
34
30
27
26
25
30
28
26
24
23
20
17
17
21
18
18
23
19
18
24
21
18
19
28
24
21
19
25
22
20
19
31
26
24
22
26
22
20
18
31
27
24
23
29
25
22
20
19
36
29
26
24
23
38
33
29
27
25
31
28
25
23
24
35
30
28
26
25
33
30
27
26
24
37
33
30
29
28
36
31
28
26
26
22
19
17
23
20
18
24
21
19
26
23
21
19
29
26
24
20
27
24
22
20
33
29
27
24
29
25
23
20
36
31
27
24
31
26
24
22
20
39
32
29
27
25
44
36
30
29
26
34
31
28
27
24
38
34
29
29
27
36
31
30
28
26
42
37
33
32
29
39
33
31
29
27
23
21
17
24
22
18
27
23
20
29
25
24
22
33
29
25
22
31
26
23
22
36
32
28
26
32
27
24
23
39
32
29
28
34
29
27
24
23
42
36
31
28
27
47
39
34
31
30
37
32
30
28
27
41
39
33
30
30
39
36
32
30
28
45
40
36
34
32
42
37
34
31
29
25
22
21
26
23
22
28
24
21
32
27
24
22
39
30
28
25
32
27
26
24
40
34
31
28
33
30
27
24
42
35
32
28
37
32
27
25
24
44
37
33
30
28
51
42
39
35
32
39
36
32
31
29
45
39
35
32
32
42
37
34
33
30
48
43
39
37
35
45
39
36
32
32
27
24
22
28
25
23
30
27
24
34
30
26
25
39
34
29
26
35
30
28
25
43
37
33
29
37
32
28
26
43
38
33
31
39
33
30
27
25
48
41
37
33
31
55
45
40
35
32
42
37
34
33
30
51
43
40
35
33
45
40
36
33
32
52
46
42
38
35
48
42
37
35
33
29
25
23
31
27
25
33
29
25
36
31
28
25
42
34
31
29
37
32
28
27
45
40
34
32
39
33
30
27
48
41
36
33
44
35
33
28
29
52
42
37
34
33
58
52
43
41
37
45
40
37
33
31
52
46
40
38
36
48
43
37
35
33
55
49
45
40
39
52
46
42
38
35
30
25
24
33
28
26
34
29
27
37
33
29
27
45
40
34
31
39
34
31
28
48
41
38
34
42
35
33
28
50
42
38
34
44
38
33
31
29
55
46
40
38
33
64
52
47
41
39
48
43
38
35
34
58
49
44
42
38
52
46
41
38
35
59
52
47
43
41
55
49
43
40
38
31
29
24
34
32
26
39
33
28
41
34
31
29
49
40
35
32
42
35
33
29
52
44
39
34
44
38
33
31
55
46
40
36
47
41
36
33
29
59
49
43
38
36
68
56
50
45
43
52
46
41
39
35
59
53
48
43
43
55
49
43
39
39
63
56
51
48
43
61
49
47
43
39
34
29
26
37
32
28
40
34
29
45
37
33
30
52
43
38
33
44
38
34
31
55
47
42
37
47
40
35
33
58
48
43
38
50
43
37
34
31
62
53
45
41
38
73
59
53
49
44
55
48
43
40
38
65
56
50
46
44
59
51
46
42
41
67
60
53
50
46
64
52
49
45
41
36
30
27
38
32
29
43
34
30
46
38
34
31
52
47
41
37
46
40
35
33
57
50
44
40
50
41
36
34
61
50
45
40
52
44
39
34
33
65
56
47
44
41
76
63
57
49
47
58
50
45
42
41
66
60
54
49
45
63
54
49
45
43
70
64
56
51
49
68
56
50
48
44
39
32
30
41
34
32
46
40
34
49
40
35
31
56
47
41
37
48
42
37
34
60
53
46
42
52
43
38
35
65
53
47
43
55
47
42
37
34
67
58
49
46
42
80
66
58
52
50
61
54
48
44
42
68
61
55
49
47
67
57
52
47
44
76
67
58
55
51
71
60
54
50
47
40
33
31
43
35
33
46
40
35
51
43
37
34
60
50
45
43
52
45
39
35
63
55
48
44
53
45
40
36
68
56
49
45
58
49
45
40
35
70
60
51
48
43
85
74
61
55
50
63
57
51
46
44
76
66
58
55
50
70
60
54
49
46
80
69
61
58
53
74
64
57
52
49
NOTE: Contact Canam if the panel point load exceeds the table.
86
JOIST GIRDERS
Span
34'0"
No. of
Joist
Spaces
[email protected]'
[email protected]'
35'0"
[email protected]'
[email protected]'
[email protected]'
36'0"
[email protected]'
[email protected]'
38'0"
[email protected]'
[email protected]'
40'0"
[email protected]'
[email protected]'
[email protected]'
42'0"
[email protected]'
[email protected]'
Depth
(in.)
4K
5K
6K
7K
8K
9K
10K
11K
12K
13K
14K
15K
16K
17K
18K
19K
20K
24
28
32
36
40
28
32
36
40
28
32
36
40
28
32
36
40
28
32
36
40
44
28
32
36
40
44
28
32
36
40
44
28
32
36
40
44
28
32
36
40
44
28
32
36
40
44
28
32
36
40
44
32
36
40
44
48
52
32
36
40
44
48
52
32
36
40
44
48
52
24
22
19
18
18
20
18
17
17
22
20
19
18
25
22
21
21
22
21
19
18
19
25
22
22
21
19
24
21
20
20
19
26
24
22
21
21
25
22
21
20
19
27
25
23
23
21
31
28
26
24
23
24
21
21
20
19
20
25
25
22
23
21
22
23
21
20
19
19
20
24
22
19
18
18
20
18
17
17
22
20
19
18
25
22
21
21
22
21
19
18
19
25
22
22
21
19
24
21
20
20
19
26
24
22
21
21
25
22
21
20
19
27
25
23
23
21
31
28
26
24
23
24
21
21
20
19
20
25
25
22
23
21
22
28
26
24
22
21
21
27
25
23
21
20
23
20
19
18
25
23
22
20
29
26
25
23
25
23
22
21
21
30
26
25
25
22
28
25
23
22
21
31
28
27
25
23
29
25
24
22
23
32
30
27
26
25
36
32
30
28
29
28
25
23
23
22
22
30
29
28
26
24
25
33
29
28
26
26
24
31
28
27
24
23
25
23
21
22
29
26
25
24
32
30
28
27
30
27
25
24
23
34
31
29
28
26
31
28
27
26
23
36
32
30
28
28
32
31
27
26
25
38
34
32
30
29
42
37
34
33
32
31
29
27
27
24
24
36
33
30
28
29
28
38
34
31
30
30
28
36
32
29
27
25
29
27
25
22
32
30
28
26
37
33
31
30
35
32
28
28
26
39
34
32
31
29
36
32
30
28
26
40
37
33
32
30
36
33
32
30
28
42
37
35
33
31
47
43
39
36
36
36
32
30
28
27
27
39
37
33
33
32
31
45
39
35
34
32
31
40
36
33
30
28
31
29
27
27
36
33
31
28
42
37
34
33
36
33
32
29
29
42
39
35
33
32
39
37
32
30
28
45
40
38
34
34
42
37
34
32
31
48
42
38
36
34
51
46
43
40
39
39
37
32
32
30
31
44
40
38
36
35
33
48
42
40
36
36
34
43
39
35
32
31
35
32
30
28
39
37
34
32
45
42
38
35
41
37
34
32
31
47
43
38
37
35
42
38
36
33
31
48
44
41
39
35
45
39
37
34
34
51
46
43
39
37
57
51
48
44
42
42
37
38
33
34
33
48
43
41
39
37
36
51
46
44
41
39
39
48
42
37
34
33
38
33
32
30
44
38
35
34
50
45
41
40
44
40
38
34
33
50
46
43
40
38
45
42
37
35
34
55
49
44
42
41
48
43
40
38
35
57
49
47
43
40
62
56
51
48
45
46
43
38
38
36
35
52
47
44
43
41
38
58
53
47
45
43
42
51
44
41
38
34
41
37
32
32
46
41
38
36
54
48
45
43
48
43
39
37
35
55
50
46
42
41
50
44
41
39
36
58
53
48
45
41
52
46
44
41
39
62
56
51
47
43
70
60
56
52
49
49
45
43
39
37
36
56
51
48
46
43
42
62
56
54
49
47
45
55
49
45
39
37
43
39
37
33
49
45
41
39
58
51
48
45
50
46
42
39
38
59
53
49
46
44
55
49
44
42
40
63
56
51
47
46
55
49
47
44
40
67
58
53
50
47
72
66
60
56
53
53
48
44
42
40
38
63
57
52
49
47
45
66
60
55
52
51
49
59
52
46
43
41
47
42
38
35
52
48
44
40
63
57
52
48
55
50
46
42
41
63
57
53
50
48
57
50
47
45
41
70
60
54
53
49
61
55
50
46
43
70
64
58
52
50
76
71
66
60
55
56
50
48
45
43
41
68
61
55
53
49
48
73
67
61
56
54
52
63
56
51
46
42
49
44
41
38
56
51
46
44
68
59
55
52
58
51
48
45
41
70
61
57
53
50
63
56
51
47
44
71
64
58
54
51
63
56
51
48
45
73
69
61
57
53
84
74
68
63
59
62
55
52
48
46
44
71
65
59
56
54
50
77
67
62
60
57
53
70
58
51
49
46
53
47
44
39
60
53
50
48
70
65
59
54
64
57
52
48
45
78
65
59
55
53
65
59
52
49
47
78
69
62
58
54
68
62
57
52
50
80
71
66
59
57
92
78
73
67
63
64
57
54
51
48
47
73
70
62
59
55
53
82
75
68
63
61
59
74
62
56
51
49
57
49
46
42
64
57
53
50
74
68
63
58
67
60
55
51
47
79
69
63
59
56
70
62
56
52
49
81
74
67
61
58
73
66
60
55
51
84
75
69
63
60
95
82
77
71
67
68
61
56
54
51
50
76
72
67
63
59
57
90
79
69
67
64
59
78
65
60
53
52
60
52
48
45
68
60
55
52
77
70
65
61
70
63
57
53
49
81
72
66
62
58
73
65
60
55
52
84
75
71
63
61
77
69
63
58
53
90
77
72
66
63
99
89
79
75
70
71
65
58
56
54
52
80
75
71
66
62
60
93
86
76
70
65
63
84
68
63
56
54
62
54
50
47
74
63
58
54
80
72
66
63
74
66
60
56
52
84
76
70
65
61
77
69
63
58
55
87
79
76
68
63
80
71
68
60
56
94
81
76
71
66
103
93
82
79
75
75
69
62
59
56
54
85
79
76
70
65
62
98
91
81
78
72
67
87
71
65
59
55
64
57
52
49
79
66
61
57
85
75
69
66
78
69
62
58
54
88
78
74
68
64
80
72
65
61
57
93
84
80
72
65
84
76
72
62
60
98
86
80
75
69
109
99
87
81
79
79
72
66
62
57
55
91
84
81
73
68
64
101
97
88
78
73
71
87
JOIST GIRDERS
Span
No. of
Joist
Spaces
[email protected]'
44'0"
[email protected]'
[email protected]'
[email protected]'
45'0"
[email protected]'
[email protected]'
[email protected]'
46'0"
[email protected]'
[email protected]'
[email protected]'
48'0"
[email protected]'
Depth
(in.)
4K
5K
6K
7K
8K
9K
10K
11K
12K
13K
14K
15K
16K
17K
18K
19K
20K
32
36
40
44
48
52
32
36
40
44
48
52
32
36
40
44
48
52
32
36
40
44
48
52
56
32
36
40
44
48
52
56
32
36
40
44
48
52
56
32
36
40
44
48
52
56
32
36
40
44
48
52
56
32
36
40
44
48
52
56
32
36
40
44
48
52
56
60
32
36
40
44
48
52
56
60
28
26
24
23
23
22
30
28
27
24
24
24
27
24
21
20
20
21
22
19
19
19
18
19
19
30
29
27
25
25
25
24
34
31
29
28
28
28
27
29
26
25
23
23
22
22
31
28
27
26
25
25
25
27
24
24
22
21
21
21
30
28
25
25
23
23
23
22
32
30
28
27
26
26
25
24
28
26
24
23
23
22
30
28
27
24
24
24
32
29
28
26
25
24
27
24
23
20
20
20
20
30
29
27
25
25
25
24
34
31
29
28
28
28
27
29
26
25
23
23
22
22
31
28
27
26
25
25
25
33
30
28
26
25
23
23
30
28
25
25
23
23
23
22
32
30
28
27
26
26
25
24
32
30
27
27
26
25
36
33
31
29
30
27
38
34
31
30
29
28
31
28
27
24
24
22
22
36
33
32
30
30
28
28
41
37
34
34
33
31
32
33
31
29
28
27
24
25
37
34
32
30
29
30
28
38
34
33
30
30
30
28
35
31
30
29
27
27
25
25
39
36
33
32
30
30
28
29
36
33
32
31
29
29
41
37
34
34
32
31
45
40
35
35
32
32
35
32
29
28
25
25
25
42
37
36
33
33
31
32
47
43
40
38
36
35
35
39
36
32
32
30
30
29
42
38
35
34
33
33
32
45
39
40
36
33
32
32
40
37
33
33
31
30
29
30
44
40
38
35
34
33
33
33
42
37
35
33
32
31
46
42
38
37
36
35
48
46
41
38
37
35
38
38
33
30
30
29
27
46
43
39
39
36
36
35
52
48
44
42
42
39
40
42
40
38
35
34
33
32
48
43
41
39
36
36
36
51
45
43
41
37
36
35
45
41
38
37
34
33
33
32
48
45
42
39
37
36
36
35
45
43
38
38
35
36
50
46
44
41
40
38
54
49
47
42
42
39
44
39
39
35
34
31
31
52
46
44
42
41
39
38
58
53
49
48
44
43
43
48
43
41
39
36
35
35
52
49
44
42
41
39
38
58
52
47
44
42
40
40
48
46
42
39
38
37
35
35
55
49
47
45
41
42
39
37
49
46
44
39
39
37
55
50
48
46
42
42
58
53
50
49
44
45
51
45
40
40
36
35
33
57
51
48
46
44
43
41
63
58
53
51
50
48
46
52
48
44
42
40
37
36
57
53
49
48
44
42
43
62
56
53
49
47
45
46
55
49
47
43
41
39
38
36
61
56
51
49
47
44
43
41
55
50
47
45
41
42
63
57
51
50
47
45
65
60
54
52
51
49
52
45
46
41
41
37
36
63
57
52
49
47
45
44
70
64
58
54
53
51
50
57
53
49
45
43
41
41
63
57
52
51
48
46
45
68
60
57
55
50
48
47
61
54
50
47
45
43
42
39
68
60
54
52
50
48
46
45
61
53
51
47
45
43
68
60
55
53
49
49
72
67
61
56
53
52
58
52
47
47
42
42
39
68
60
58
53
51
48
47
78
72
64
60
56
55
53
63
56
51
49
46
44
43
70
64
58
54
52
50
48
73
66
61
59
57
52
52
66
59
53
51
49
46
44
44
70
64
59
55
53
51
49
48
63
57
54
51
47
46
71
65
60
56
54
51
77
67
65
60
58
55
64
58
53
47
48
43
44
78
65
60
56
54
52
51
83
79
68
64
62
58
57
68
62
56
52
49
47
45
78
69
62
59
55
52
52
85
74
68
63
57
58
54
70
64
57
54
51
50
48
46
78
71
65
59
56
55
53
51
70
63
58
52
50
48
78
70
66
60
56
56
84
75
69
63
61
59
65
59
53
53
49
49
45
78
72
66
62
57
56
54
86
80
74
69
64
63
60
70
64
59
55
53
51
49
82
72
66
62
59
56
54
88
79
71
66
64
59
60
77
68
63
58
53
52
51
49
84
78
70
65
60
59
57
55
78
65
61
57
54
52
83
72
68
64
62
58
87
79
76
70
65
63
72
66
60
54
50
50
48
84
79
71
66
62
59
58
93
83
81
76
71
66
64
78
69
63
59
56
55
53
86
79
71
67
63
59
58
98
86
76
70
65
66
61
78
71
65
62
58
54
54
50
88
79
72
67
65
62
60
58
78
71
66
59
57
56
87
79
73
68
64
62
97
86
76
71
69
67
73
66
61
61
55
50
51
87
80
73
68
65
63
59
99
89
86
79
76
72
68
82
75
69
65
60
56
55
90
84
73
72
67
63
61
100
89
80
77
71
66
65
85
79
70
66
60
59
56
55
95
86
80
74
68
65
63
59
85
76
69
63
61
59
93
86
77
72
67
65
99
89
81
77
72
67
86
74
67
61
56
56
51
94
82
76
71
67
65
62
104
94
88
84
81
76
72
87
80
73
68
63
59
58
99
88
79
77
71
67
63
104
95
88
78
72
73
69
90
85
75
70
64
62
60
58
100
90
86
78
72
68
66
64
87
80
73
67
65
62
97
88
81
76
70
67
104
99
86
82
80
74
87
74
67
62
62
57
58
99
88
82
76
74
71
67
110
101
90
88
85
80
75
91
84
77
72
66
62
60
101
91
86
82
74
70
66
111
102
91
82
80
74
72
93
88
80
74
68
65
63
61
105
96
88
82
76
71
69
68
90
86
77
71
67
64
100
93
88
80
75
71
108
101
91
84
81
75
92
86
75
68
63
64
58
105
94
85
80
78
74
71
115
102
94
90
88
85
80
98
88
79
76
69
66
63
107
100
88
84
79
75
70
116
105
95
91
84
81
75
99
89
84
79
72
69
67
62
110
101
91
85
80
76
74
72
98
88
81
75
69
66
104
99
90
83
79
74
114
105
95
90
85
82
99
88
76
69
70
64
59
109
100
90
83
84
77
74
125
109
100
93
91
89
84
100
90
81
79
73
69
66
112
102
91
87
84
79
74
127
110
101
95
90
81
76
105
92
88
81
75
72
69
64
118
105
95
89
84
80
78
75
88
JOIST GIRDERS
Span
48'0"
No. of
Joist
Spaces
[email protected]'
[email protected]'
50'0"
[email protected]'
[email protected]'
[email protected]'
52'0"
[email protected]'
[email protected]'
[email protected]'
54'0"
[email protected]'
Depth
(in.)
4K
5K
6K
7K
8K
9K
10K
11K
12K
13K
14K
15K
16K
17K
18K
19K
20K
32
36
40
44
48
52
56
60
32
36
40
44
48
52
56
60
32
36
40
44
48
52
56
60
32
36
40
44
48
52
56
60
36
40
44
48
52
56
60
36
40
44
48
52
56
60
36
40
44
48
52
56
60
36
40
44
48
52
56
60
64
36
40
44
48
52
56
60
64
36
32
31
30
30
28
28
27
34
31
29
27
27
26
25
25
38
34
32
31
29
30
28
28
44
42
37
35
34
33
33
33
32
30
29
28
26
26
25
37
33
32
31
30
29
28
30
29
27
26
25
24
23
33
31
29
28
27
27
25
27
37
34
32
31
29
30
29
29
36
32
31
30
30
28
28
27
34
31
29
27
27
26
25
25
38
34
32
31
29
30
28
28
44
42
37
35
34
33
33
33
32
30
29
28
26
26
25
37
33
32
31
30
29
28
38
34
31
31
30
28
28
33
31
29
28
27
27
25
27
37
34
32
31
29
30
29
29
44
40
38
35
34
33
32
33
39
37
34
33
31
29
30
29
44
40
38
35
34
33
33
32
51
47
44
41
39
37
37
35
37
35
33
32
31
30
30
43
38
37
35
35
34
32
45
40
37
36
33
33
33
39
37
34
33
31
30
31
31
42
40
38
35
34
35
34
34
48
45
41
39
37
37
36
36
45
43
38
37
35
35
33
33
51
46
44
41
40
37
37
37
61
55
49
46
44
43
41
39
42
40
38
36
34
35
34
49
43
41
40
38
38
37
51
46
43
41
40
38
36
45
41
38
38
35
35
34
35
49
46
44
42
40
38
37
38
55
50
47
45
42
42
40
39
51
46
43
41
40
38
36
37
57
52
49
45
43
42
40
40
68
62
56
52
50
48
46
46
49
45
42
40
39
37
36
55
50
46
46
44
43
41
58
52
47
48
43
44
40
49
46
44
42
40
38
36
37
55
51
48
46
43
42
43
41
62
56
52
49
47
45
44
42
57
52
47
45
43
41
41
39
62
58
54
52
48
47
46
45
76
68
63
57
55
52
49
47
54
50
47
45
43
42
39
59
56
52
50
48
46
45
65
59
54
51
50
48
46
56
50
48
45
43
42
41
40
63
57
54
52
49
48
46
45
69
64
57
54
51
49
48
46
62
56
54
49
46
44
43
44
69
63
59
55
54
50
49
47
79
77
69
65
60
56
54
53
59
55
51
49
47
45
44
68
61
58
53
51
51
50
72
66
61
56
53
52
53
61
57
51
50
47
46
45
44
70
64
58
56
54
51
50
48
77
69
62
59
55
53
52
50
69
63
57
53
51
49
48
47
78
71
65
61
57
55
53
51
84
80
79
70
66
61
58
56
63
60
54
52
50
48
46
71
65
62
60
55
53
52
77
74
65
63
57
58
55
68
62
57
53
51
50
49
47
78
69
65
59
57
55
53
51
82
72
67
63
60
57
56
54
77
68
63
58
54
54
51
50
83
78
70
66
61
58
57
55
92
83
81
75
72
68
64
62
70
64
58
56
53
52
49
79
72
66
63
61
57
57
84
75
69
67
65
60
61
75
67
63
58
56
54
52
50
82
79
70
67
61
59
57
55
85
79
73
67
63
63
59
57
82
71
65
62
59
56
56
52
86
83
80
72
68
63
60
59
98
87
83
82
76
73
69
65
74
69
64
60
57
55
53
85
80
73
68
65
63
61
92
87
76
70
68
66
65
78
71
65
63
60
58
56
54
91
79
73
72
67
63
60
59
93
85
80
75
69
65
63
60
86
78
72
66
64
61
57
57
96
86
80
74
70
68
64
62
103
93
87
84
83
75
74
70
80
76
71
66
61
59
57
88
82
81
73
69
67
65
98
92
80
77
72
70
69
85
79
71
67
64
62
59
57
93
92
81
75
70
68
64
66
99
89
85
82
74
71
67
65
94
83
79
71
68
64
62
58
101
90
86
82
76
71
68
66
110
100
93
87
85
82
76
76
86
79
73
67
67
62
60
98
87
84
76
75
72
67
104
99
87
83
80
74
72
89
80
77
72
68
65
63
61
99
93
86
82
76
71
70
66
103
94
87
83
77
73
73
69
97
91
80
74
72
67
63
61
108
97
88
86
83
78
72
70
124
105
100
90
87
86
83
77
92
83
81
72
69
66
64
100
90
88
84
77
77
73
109
102
98
93
80
82
76
94
87
81
74
73
67
65
65
104
95
89
83
84
78
73
73
109
99
89
84
81
80
77
73
103
96
87
78
77
71
68
65
113
100
94
92
86
82
77
75
131
112
102
95
93
92
89
83
98
88
84
77
73
71
68
105
99
93
87
82
81
77
118
106
103
102
93
82
83
99
90
85
78
77
71
69
68
110
100
94
88
86
82
77
76
114
105
95
88
85
86
81
76
109
100
90
82
83
75
72
69
123
106
100
97
89
86
81
80
134
120
108
101
97
96
95
88
101
92
87
82
76
76
72
110
101
98
91
88
87
81
125
112
105
103
101
86
84
107
95
88
82
81
75
72
71
115
105
100
92
89
86
81
80
125
110
100
92
90
89
85
80
115
103
95
88
85
80
76
72
134
112
102
98
95
93
85
84
136
112
102
97
94
92
89
84
123
108
101
91
88
85
80
75
138
124
106
100
97
95
89
88
132
111
103
100
99
98
95
108
100
90
85
80
80
75
116
105
102
96
94
90
85
136
120
107
104
102
94
90
110
101
92
89
82
80
76
75
126
111
104
97
95
93
85
85
137
122
109
104
102
100
102
112
102
93
89
84
84
78
128
112
103
100
96
92
90
140
128
114
106
103
102
101
118
106
98
91
84
85
80
79
137
113
109
101
97
94
89
91
89
JOIST GIRDERS
Span
54'0"
No. of
Joist
Spaces
[email protected]'
[email protected]'
[email protected]'
55'0"
[email protected]'
[email protected]'
[email protected]'
56'0"
[email protected]'
[email protected]'
Depth
(in.)
4K
5K
6K
7K
8K
9K
10K
11K
12K
36
40
44
48
52
56
60
64
36
40
44
48
52
56
60
64
68
36
40
44
48
52
56
60
64
68
36
40
44
48
52
56
60
64
68
36
40
44
48
52
56
60
64
68
36
40
44
48
52
56
60
64
68
36
40
44
48
52
56
60
64
68
36
40
44
48
52
56
60
64
68
45
40
40
34
35
34
34
34
34
31
31
28
27
26
25
26
27
37
34
32
32
31
30
30
29
29
45
41
40
37
35
36
35
34
35
46
45
41
38
37
36
36
35
35
35
31
31
30
28
27
26
26
27
39
36
33
32
31
30
30
31
29
45
42
40
37
35
36
35
35
35
45
40
40
34
35
34
34
34
34
31
31
28
27
26
25
26
27
37
34
32
32
31
30
30
29
29
45
41
40
37
35
36
35
34
35
46
45
41
38
37
36
36
35
35
35
31
31
30
28
27
26
26
27
39
36
33
32
31
30
30
31
29
45
42
40
37
35
36
35
35
35
51
47
44
41
42
39
37
38
40
37
34
33
32
32
31
31
31
44
40
38
36
35
35
35
34
34
51
48
46
43
41
39
37
37
37
54
50
47
44
42
43
40
39
39
40
37
35
33
32
32
31
31
32
45
43
38
38
36
35
34
34
34
52
48
46
43
42
39
37
38
38
58
53
50
47
45
44
44
40
45
43
40
38
36
35
35
35
34
50
46
44
42
41
38
38
38
37
60
55
50
47
46
45
44
40
38
65
58
53
51
48
46
46
46
44
45
43
41
39
36
35
35
35
34
52
46
44
42
41
40
38
38
38
60
55
53
48
47
45
44
42
41
67
61
56
54
50
48
46
46
51
46
44
42
40
39
37
37
37
55
53
49
45
45
42
43
41
41
67
63
56
54
51
48
47
47
47
71
68
60
58
56
51
50
48
48
52
48
44
43
40
39
38
37
38
57
53
51
47
46
44
43
41
41
68
63
58
54
51
48
47
47
47
76
68
62
57
56
53
50
50
56
53
49
45
44
43
42
40
40
63
59
54
52
50
48
46
45
46
76
68
64
59
56
53
52
51
49
80
73
70
65
59
57
55
54
53
56
53
50
48
46
44
42
42
41
63
60
54
52
50
48
46
45
46
76
68
67
60
58
55
54
51
50
80
77
70
65
60
57
56
55
63
56
54
50
49
47
46
44
44
70
64
60
56
54
51
50
50
49
88
77
70
65
62
59
57
55
53
84
81
74
71
67
63
61
60
58
63
56
54
52
49
47
46
44
45
70
64
61
59
53
51
51
50
48
88
77
70
69
64
59
57
55
53
82
80
78
71
67
63
61
60
68
62
57
55
53
51
49
48
48
78
71
65
61
58
55
53
53
52
89
81
79
71
70
63
61
60
58
87
85
82
80
72
69
65
63
63
70
64
57
56
53
51
48
48
47
78
71
65
62
60
56
56
54
52
90
89
79
72
69
65
63
61
60
86
83
82
78
72
68
64
63
78
69
63
59
56
54
52
50
51
84
79
70
67
63
62
58
58
56
90
84
82
80
72
71
67
64
64
97
87
85
82
81
74
73
71
67
78
69
63
59
58
54
52
51
51
86
79
72
67
64
62
59
58
56
92
90
82
80
74
71
67
65
63
90
13K
14K
15K
16K
17K
18K
19K
93
87
84
83
74
74
72
66
78
71
69
65
60
57
56
54
53
91
84
80
72
69
64
63
62
60
97
88
85
83
80
74
73
68
67
106
98
88
86
84
82
77
76
73
78
76
70
65
60
59
56
55
55
92
83
80
72
68
65
64
61
60
98
91
86
83
81
75
75
70
67
99
93
87
84
81
76
75
74
87
79
73
67
66
61
60
57
57
95
93
81
75
73
70
66
66
63
103
95
88
85
84
82
75
74
71
108
100
94
89
88
86
84
78
78
88
79
73
70
66
61
60
57
57
98
93
81
81
73
70
67
66
63
104
96
89
86
84
82
76
76
72
108
101
90
87
85
82
77
76
90
84
80
72
68
65
62
61
59
100
94
87
82
76
75
72
68
67
110
102
94
88
87
86
84
77
77
123
109
102
91
90
88
87
85
80
91
86
80
74
68
67
63
62
59
101
95
88
82
76
75
72
69
67
112
103
96
89
88
86
83
78
78
117
105
99
94
87
86
84
78
100
87
80
78
72
69
67
65
63
105
99
90
87
84
78
78
74
72
119
106
101
95
90
88
87
85
78
133
115
109
101
93
90
88
89
88
101
89
81
78
73
69
69
65
64
109
101
92
87
83
78
77
74
72
120
107
102
96
91
90
87
85
79
124
109
104
103
94
87
85
84
103
93
88
80
78
73
71
68
67
111
101
95
90
87
82
81
78
75
125
114
105
103
95
90
88
87
84
135
124
112
103
101
94
92
91
89
104
97
90
81
78
73
72
69
68
113
102
96
91
87
82
81
78
77
129
115
106
104
96
92
89
87
85
130
119
106
104
102
91
90
89
108
100
90
82
83
77
74
71
70
125
107
102
92
90
86
87
82
77
135
121
107
105
103
93
91
89
89
138
127
112
106
103
96
93
92
112
103
94
90
85
81
78
75
73
127
112
105
99
96
94
90
87
82
140
129
116
109
104
98
94
93
90
136
125
111
103
98
94
93
91
109
101
92
85
83
77
75
72
72
126
109
103
93
91
86
87
82
82
136
122
110
106
104
95
92
91
90
139
130
114
107
106
98
97
95
114
105
98
91
86
81
80
76
75
136
114
106
100
96
94
90
87
86
140
130
117
110
105
99
95
94
91
20K
131
123
108
105
103
102
94
120
110
101
93
89
85
81
79
75
136
117
111
103
99
96
93
91
86
133
124
113
107
104
103
96
92
140
129
113
107
105
101
97
126
111
103
94
91
85
84
79
79
139
126
114
105
100
97
93
91
89
137
125
115
108
105
103
97
93
JOIST GIRDERS
Span
56'0"
No. of
Joist
Spaces
[email protected]'
[email protected]'
58'0"
[email protected]'
[email protected]'
[email protected]'
[email protected]'
60'0"
[email protected]'
[email protected]'
Depth
(in.)
4K
5K
6K
7K
8K
9K
10K
11K
12K
13K
14K
15K
16K
17K
18K
19K
36
40
44
48
52
56
60
64
68
36
40
44
48
52
56
60
64
68
72
36
40
44
48
52
56
60
64
68
72
36
40
44
48
52
56
60
64
68
72
40
44
48
52
56
60
64
68
72
40
44
48
52
56
60
64
68
72
40
44
48
52
56
60
64
68
72
40
44
48
52
56
60
64
68
72
35
34
31
31
30
29
29
28
27
39
37
34
32
32
30
31
31
32
31
48
44
40
39
37
36
37
36
36
35
41
36
33
33
32
30
30
30
29
29
38
38
37
36
36
35
35
34
33
32
31
30
29
28
28
25
24
24
33
33
30
30
29
28
28
28
28
39
38
37
32
31
31
30
30
30
47
41
39
37
35
34
34
34
33
39
37
34
32
32
30
31
31
32
31
48
44
40
39
37
36
37
36
36
35
47
42
42
38
38
35
36
36
34
35
40
38
38
37
36
35
35
34
33
42
41
37
35
34
33
32
30
38
42
40
36
35
34
33
33
33
32
47
47
43
39
38
38
35
35
37
53
48
45
43
42
40
38
38
39
45
43
41
38
36
35
35
36
34
35
55
50
46
45
43
42
40
37
38
38
54
49
49
44
45
41
40
39
39
39
44
42
39
38
36
36
35
34
34
49
49
45
42
42
41
39
39
39
51
46
44
42
40
39
39
37
38
53
53
51
46
44
44
40
41
41
60
54
52
50
48
46
44
43
43
53
49
45
43
42
41
39
38
38
39
65
57
53
50
47
46
45
44
40
40
61
58
56
50
48
46
47
44
45
45
49
47
45
44
42
40
37
37
38
55
55
52
48
47
46
43
42
41
58
53
48
48
46
45
45
42
42
64
64
58
52
52
52
47
48
48
67
61
59
56
52
53
48
49
47
61
56
51
48
46
44
43
44
42
42
69
66
61
57
53
52
48
48
48
47
68
65
63
57
55
54
51
50
51
49
56
53
50
47
46
45
43
43
43
62
61
58
52
50
49
48
48
48
65
60
55
55
51
51
47
48
49
73
70
66
57
57
57
54
53
53
74
68
63
61
58
56
55
54
52
67
62
57
53
52
49
48
47
45
47
79
70
69
63
59
56
53
50
51
50
79
72
67
64
59
60
56
57
56
54
62
57
55
50
49
49
47
47
46
69
69
68
58
57
55
52
51
51
73
67
62
59
57
55
55
55
51
81
81
74
64
62
62
58
57
58
85
76
70
65
66
61
62
58
59
77
68
63
58
56
54
52
50
49
49
89
80
75
70
66
61
60
59
56
54
86
80
77
71
66
65
63
60
60
61
68
64
60
54
54
54
51
50
50
78
78
70
65
64
62
58
58
57
77
74
69
65
65
60
60
56
58
95
93
82
71
68
68
65
64
62
88
86
77
72
70
68
63
64
62
82
75
70
64
60
58
55
53
53
53
92
90
81
77
71
70
64
62
61
60
96
87
78
79
74
69
66
64
65
62
75
70
65
61
58
58
52
53
53
91
82
80
72
67
66
64
63
61
89
79
76
71
66
66
64
62
61
98
94
94
79
75
75
70
68
66
98
88
82
79
74
72
70
68
66
87
79
72
71
66
62
61
58
59
57
93
91
84
82
78
73
72
67
64
64
100
94
85
80
81
76
71
72
67
68
80
80
71
63
63
62
59
58
58
95
94
82
75
74
72
66
65
64
95
87
81
78
73
71
69
67
65
104
99
96
84
83
83
77
73
73
107
99
89
84
81
75
74
72
70
93
85
80
74
72
67
63
62
62
61
100
92
88
85
81
80
74
73
68
66
109
101
92
87
81
82
77
73
74
73
86
80
78
69
68
68
60
59
60
97
96
95
80
78
76
74
72
70
103
95
88
82
79
76
76
71
72
110
102
100
90
86
86
78
80
79
112
101
99
90
86
83
78
79
74
100
94
83
81
75
73
69
67
66
64
105
99
92
87
85
82
81
76
75
72
115
106
102
92
88
84
85
79
78
77
95
85
81
73
70
70
65
65
65
100
98
97
87
85
83
78
77
76
108
103
94
90
85
82
78
78
73
120
109
102
101
100
99
85
87
84
124
110
103
95
91
88
85
80
82
102
98
89
86
83
77
75
71
68
68
114
104
97
91
90
88
83
82
77
77
133
115
104
100
93
90
86
87
82
80
99
90
87
77
76
76
67
68
68
105
100
98
92
89
87
80
76
78
121
108
102
95
92
86
84
79
81
135
116
110
104
102
101
91
89
91
134
120
110
102
93
91
89
87
83
110
102
93
89
83
85
79
76
73
73
124
112
103
97
93
91
89
85
84
79
135
124
112
104
101
93
91
88
89
85
103
100
90
84
78
78
73
73
74
114
105
100
97
96
95
85
83
80
125
115
110
103
95
93
89
87
82
138
126
114
109
105
102
95
93
92
136
125
112
104
103
95
93
89
90
123
105
100
94
93
92
83
82
77
76
131
118
108
105
99
95
94
93
87
84
137
126
113
104
102
95
93
91
128
110
104
95
94
93
87
87
81
78
137
124
115
108
105
97
95
94
89
89
139
131
121
112
107
100
98
96
139
124
109
103
98
96
94
89
86
82
91
20K
140
130
115
109
106
103
99
141
130
116
107
103
98
95
90
91
86
133
119
113
106
100
97
96
95
94
139
129
117
110
106
104
99
96
95
141
132
126
114
108
105
102
100
137
117
109
105
99
96
94
93
93
134
120
110
105
97
94
93
91
92
107
102
95
93
82
78
73
75
78
124
114
107
101
97
96
85
84
84
136
125
113
106
102
96
94
91
89
139
128
115
107
105
98
97
96
93
112
106
100
95
93
87
81
81
82
129
118
109
101
99
97
95
90
90
137
127
114
108
104
100
99
98
125
111
104
100
97
94
82
83
88
136
125
117
108
103
99
97
90
90
137
126
111
106
103
98
97
94
139
128
122
112
105
102
101
100
138
129
117
109
108
107
101
137
126
115
107
106
99
98
96
140
138
121
114
108
106
102
99
140
131
117
113
110
108
104
144
141
128
120
115
111
109
131
123
112
108
105
101
98
96
JOIST GIRDERS
Span
70’0”
75’0”
No. Of
Depth
Joist Spaces (in.)
48
52
56
60
[email protected]’
64
68
72
76
80
48
52
56
60
64
68
72
76
80
48
52
56
60
64
68
72
76
80
52
56
60
64
68
72
76
80
84
52
56
60
64
68
72
76
80
84
52
56
60
64
68
72
76
80
84
52
56
60
64
68
72
76
80
84
4K
5K
6K
7K
8K
9K
10K
11K
12K
13K
41
39
38
37
36
37
37
37
37
36
35
33
32
32
31
31
32
33
31
30
28
28
28
29
29
30
30
43
41
40
39
40
39
39
38
41
41
39
37
37
37
37
36
36
38
35
35
34
32
32
32
33
33
34
32
30
29
29
28
29
29
29
31
52
48
46
44
44
42
43
43
43
43
41
39
38
39
37
37
37
36
37
35
34
34
33
33
32
32
32
54
50
50
47
47
47
47
46
49
51
48
46
44
44
43
43
43
44
43
41
39
38
38
38
38
37
39
37
36
34
34
32
32
32
32
34
62
58
56
52
51
49
49
49
49
53
48
46
45
44
43
42
43
43
44
41
39
38
38
36
37
35
36
65
62
57
58
55
55
53
54
54
60
58
56
52
52
50
49
49
50
53
48
48
46
44
43
43
43
45
45
42
40
38
38
37
37
37
37
71
66
64
61
59
55
55
55
55
60
57
55
51
51
49
48
47
47
51
47
44
43
43
41
41
41
40
76
70
68
66
64
62
62
60
63
68
66
64
61
59
59
56
56
57
60
57
55
51
51
49
48
49
49
51
47
46
44
44
42
42
41
42
80
77
71
69
67
65
64
63
61
70
65
62
57
58
54
54
52
52
59
54
52
49
46
46
46
44
44
88
81
79
74
72
71
70
68
70
80
77
71
69
67
65
64
63
62
67
62
62
60
58
58
55
53
55
60
54
52
49
48
47
46
46
46
92
82
79
76
75
70
72
70
69
79
72
70
64
65
61
61
58
58
66
61
59
55
54
51
49
49
49
97
91
85
82
80
79
78
76
78
88
82
79
76
75
73
72
71
69
75
71
70
65
65
61
61
61
60
67
61
60
56
54
51
51
50
50
101
92
89
86
83
78
80
75
77
87
81
77
73
73
68
68
64
65
74
68
62
63
57
56
56
54
52
107
101
96
95
89
87
83
84
84
101
92
92
86
83
78
78
78
78
87
79
77
72
71
69
69
65
66
72
69
65
63
60
58
57
54
54
112
103
95
94
89
86
84
83
82
95
89
81
79
77
75
70
70
70
79
75
69
67
64
62
60
59
56
118
109
107
99
98
92
90
90
88
107
103
95
94
89
86
85
83
85
95
89
83
79
77
76
74
72
74
79
76
69
67
66
65
60
59
60
127
109
106
102
97
95
89
91
87
105
97
90
85
82
79
79
79
75
87
80
77
71
70
66
65
62
63
129
116
113
110
106
102
100
97
96
118
109
106
102
99
98
93
90
88
101
92
91
89
82
81
79
79
77
87
76
77
71
70
70
67
65
63
138
120
112
108
105
102
99
96
94
114
103
99
93
94
84
84
84
81
95
88
82
78
73
72
68
69
70
140
132
119
115
112
109
105
106
102
128
116
112
108
105
101
101
96
94
111
102
99
93
93
85
85
81
83
90
88
84
78
74
73
71
69
71
92
14K
15K
16K
17K
131
121
114
111
108
104
105
100
126
108
104
101
95
92
90
86
85
100
93
89
83
80
75
76
73
73
142
134
123
117
114
111
110
108
137
114
110
107
103
99
96
92
90
107
101
92
91
85
82
80
79
79
144
136
124
120
117
119
111
140
127
116
112
108
105
101
97
96
116
105
100
94
91
88
85
84
81
146
139
126
123
121
121
142
136
127
118
114
110
107
106
103
126
112
105
100
95
94
90
85
86
145
137
125
122
119
118
119
146
140
128
127
123
125
142
133
122
117
113
112
107
110
127
114
110
106
102
99
99
95
91
106
102
92
91
89
84
82
78
80
144
136
123
120
117
116
116
138
129
116
112
108
105
101
101
100
111
102
103
96
92
90
83
83
81
143
135
122
118
117
117
115
113
140
131
118
114
111
108
104
105
107
117
108
104
101
97
96
90
88
89
100
91
89
85
80
79
76
75
72
18K
19K
20K
150
139
130
127
124
144
135
132
130
154
147
140
136
132
124
120
115
113
111
107
136
117
113
105
101
97
96
92
87
142
134
126
122
115
115
113
139
128
118
110
107
98
98
99
95
144
136
126
125
122
120
142
132
129
116
110
108
100
100
100
152
144
137
134
132
153
148
141
138
154
151
145
163
156
144
138
126
125
122
123
147
142
129
129
129
152
145
133
135
156
149
136
140
131
118
114
111
109
107
105
126
112
105
104
95
94
93
87
87
134
131
120
117
114
113
108
127
117
113
105
103
97
97
95
88
134
126
123
120
119
119
137
128
114
110
106
104
99
99
100
144
136
129
126
123
120
138
129
129
116
110
108
105
101
101
JOIST GIRDERS
Span
80’0”
90’0”
No. Of
Depth
Joist Spaces (in.)
60
64
68
72
76
80
84
88
56
60
64
68
72
76
80
84
88
56
60
64
68
72
76
80
84
88
56
60
64
68
72
76
80
84
88
64
68
72
76
80
84
88
92
96
64
68
72
76
80
84
88
92
96
64
68
72
76
80
84
88
92
96
64
68
72
76
80
84
88
92
96
4K
5K
6K
7K
8K
9K
10K
11K
12K
13K
14K
46
43
42
42
42
41
41
41
41
39
39
40
40
41
41
44
45
36
37
36
37
38
39
39
42
42
34
35
35
36
37
37
38
39
40
52
53
51
51
50
51
51
52
53
52
49
49
49
49
50
50
51
52
47
48
49
50
50
52
54
55
56
46
46
47
48
49
50
52
52
54
54
53
53
49
48
47
46
46
52
49
46
45
44
44
44
47
47
43
42
40
40
40
41
40
43
44
37
38
38
36
37
38
38
40
41
65
62
60
57
56
57
55
55
56
61
58
54
55
52
53
54
52
53
53
50
50
51
52
54
55
56
57
47
47
48
49
50
52
53
54
55
65
62
63
57
56
56
54
64
61
59
56
53
53
51
51
52
51
51
48
47
46
45
43
44
45
46
45
43
41
39
41
40
40
42
42
76
74
71
68
68
66
64
61
61
69
66
66
64
61
57
58
59
57
62
56
58
57
55
57
57
58
59
52
53
51
50
51
53
54
55
56
76
70
70
68
72
72
70
71
69
66
64
62
60
59
57
59
58
60
58
56
55
52
49
50
50
49
51
50
47
44
44
44
43
45
44
88
87
84
85
78
75
72
71
71
78
77
75
72
69
68
68
65
66
70
71
65
65
63
63
63
61
62
61
59
57
56
53
55
55
56
57
88
78
78
76
76
78
76
77
76
77
72
72
68
69
65
66
66
68
65
63
64
58
58
55
56
55
60
54
53
53
49
48
47
47
46
101
94
93
91
91
88
82
79
80
89
88
87
86
79
75
75
73
74
78
79
73
72
71
71
72
68
69
69
66
64
65
60
59
60
59
60
92
90
91
81
82
81
81
81
89
83
82
81
76
76
72
74
73
75
71
70
66
66
67
61
61
60
64
61
61
56
55
55
51
51
51
112
103
103
95
96
95
94
92
93
102
93
93
92
92
88
82
83
79
90
91
81
82
77
77
74
75
76
77
71
70
69
67
66
64
65
64
103
103
96
93
92
84
84
86
102
93
92
87
84
79
80
80
78
88
79
78
73
73
69
69
68
66
72
68
65
63
61
59
57
57
55
128
114
110
106
105
98
100
101
102
112
103
104
97
96
96
97
91
92
98
94
93
88
85
86
81
83
85
89
78
79
74
75
73
71
72
70
113
107
105
96
95
95
93
86
108
104
96
95
96
88
88
84
85
91
89
83
80
79
76
77
72
74
77
76
70
67
65
65
63
62
61
139
131
126
117
110
110
111
105
104
123
114
105
105
103
98
98
100
102
104
105
97
96
97
91
89
91
87
92
90
91
81
82
77
78
76
75
129
115
111
107
107
98
98
100
118
110
106
103
99
99
93
91
93
101
96
92
92
84
83
79
79
78
87
79
77
71
72
70
68
69
67
139
131
120
118
109
110
111
103
129
116
112
109
108
102
101
101
99
107
103
96
94
94
88
85
84
83
90
88
84
78
77
74
72
73
71
141
132
122
120
114
113
115
140
131
118
115
111
110
104
107
107
117
109
105
101
97
96
97
88
86
100
91
90
87
80
79
76
77
76
134
135
132
124
122
117
146
141
140
130
128
141
132
128
119
111
112
114
110
130
117
113
110
108
104
103
104
107
107
104
95
94
95
93
87
86
89
142
134
131
125
120
117
116
141
132
119
119
112
114
111
108
108
113
109
105
104
98
98
96
92
91
93
141
132
133
120
121
113
114
113
129
130
116
116
108
108
105
103
104
115
111
107
103
100
100
101
92
94
100
94
92
90
85
84
84
81
82
15K
16K
17K
18K
19K
20K
143
134
133
123
120
116
146
138
139
126
127
148
140
141
128
151
143
140
153
144
155
142
133
123
122
116
116
114
111
128
114
110
107
105
99
99
97
91
105
102
93
91
89
83
83
79
80
144
137
127
126
118
120
122
138
129
116
112
110
108
104
102
101
111
104
103
94
93
92
85
85
85
144
139
132
129
126
123
139
131
129
118
115
111
113
105
105
121
112
105
104
95
94
94
89
87
150
142
134
132
130
153
146
138
136
157
149
142
132
130
121
117
114
111
107
127
117
114
108
106
97
97
96
90
134
134
123
120
117
116
137
128
115
115
107
108
100
100
100
145
137
129
126
123
119
138
129
130
116
110
109
110
102
101
151
142
143
139
146
146
156
145
136
137
128
125
117
148
139
140
136
128
150
151
142
144
153
144
155
135
125
124
121
118
117
111
128
115
113
108
107
101
100
99
103
138
130
127
124
121
122
132
130
120
118
111
109
105
104
104
140
138
129
128
125
144
142
133
133
147
146
136
150
153
134
131
120
118
113
112
112
106
134
132
122
121
115
115
118
136
137
127
124
118
119
138
139
130
129
120
JOIST GIRDERS
No. Of
Depth
Span
Joist Spaces (in.)
72
76
80
84
88
92
96
72
76
80
84
88
92
96
72
76
80
100’0” [email protected]’
84
88
92
96
72
76
80
84
88
92
96
72
76
80
84
88
92
96
4K
5K
6K
7K
8K
9K
10K
11K
72
72
73
74
74
75
76
71
71
72
73
73
74
74
70
71
71
72
72
73
74
71
72
73
75
76
77
78
69
70
70
72
73
74
74
73
74
74
75
76
77
78
72
72
73
73
74
75
76
72
72
72
73
73
74
75
72
73
74
76
78
78
80
70
71
71
73
74
75
76
89
79
80
81
78
79
80
77
78
75
75
76
77
78
73
73
74
74
75
76
77
74
75
76
78
79
80
82
71
72
73
74
75
76
77
97
92
93
94
84
85
86
89
90
82
81
82
79
79
80
78
79
76
77
78
78
79
76
77
79
81
81
83
72
73
73
75
76
77
78
105
105
106
97
96
97
98
102
93
92
93
90
84
86
90
90
87
84
82
82
79
84
81
83
81
82
83
84
73
74
74
76
77
78
79
129
117
112
108
109
100
103
108
105
105
101
95
96
97
103
98
92
91
90
86
84
95
94
91
86
87
89
88
78
79
76
77
78
79
80
141
132
128
119
115
112
112
124
116
111
108
108
105
100
109
104
105
101
95
96
98
106
97
98
98
99
90
92
85
79
80
79
79
79
81
143
134
135
123
124
124
131
132
127
119
115
111
113
124
115
111
109
108
105
100
116
108
109
101
103
103
104
93
89
87
82
83
85
82
12K
13K
14K
147
139
138
139
151
153
151
158
136
137
134
125
149
140
141
142
144
135
134
133
125
146
138
139
135
139
138
130
127
123
121
115
106
107
108
100
99
100
141
142
130
132
126
117
118
109
111
107
104
142
133
134
131
124
119
131
132
118
115
110
111
112
122
119
115
113
114
107
106
100
94
93
94
92
86
87
133
134
128
122
122
114
133
131
122
124
116
117
119
104
103
101
96
97
98
90
15K
16K
17K
150
142
152
144
141
133
147
149
129
119
119
114
113
114
134
125
120
114
115
18K
19K
20K
133
123
124
120
133
126
127
139
138
General Motors,
Moraine, OH
Loyola University Gymnasium,
Chicago, IL
EMC Corporation, North American
Manufacturing Facility, Franklin, MA
94
JOIST GIRDERS
DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS SUPPORTING WOOD NAILER JOISTS
Span
24’0”
32’0”
40’0”
48’0”
56’0”
64’0”
72’0”
80’0”
No. Of
Depth
Joist Spaces (in.)
18
20
22
24
20
24
28
32
28
32
36
40
36
40
44
48
44
48
52
56
40
48
56
64
48
56
64
72
56
64
72
80
4K
5K
6K
7K
8K
9K
10K
11K
12K
13K
14K
15K
16K
17K
18K
19K
20K
17
18
18
18
17
17
17
18
18
18
18
18
19
19
18
19
21
20
20
20
27
26
26
25
31
30
30
30
34
35
35
35
17
18
18
18
19
18
18
18
20
19
19
18
23
21
20
20
26
24
23
22
34
30
27
27
36
33
31
30
40
39
37
37
18
18
18
18
21
19
18
18
23
21
19
19
26
25
22
22
29
27
27
25
40
35
31
29
41
37
34
33
45
44
43
42
19
18
18
18
24
21
19
19
26
24
22
21
30
27
25
25
33
31
31
29
46
38
36
32
46
43
42
41
51
49
48
45
20
19
19
19
28
25
21
20
30
28
27
27
35
31
28
28
38
36
33
31
52
43
39
38
53
48
46
46
59
54
52
51
21
20
19
19
30
25
24
21
34
29
28
27
37
35
32
31
41
38
37
35
59
47
44
41
60
54
53
49
66
62
58
57
23
21
20
20
33
28
25
24
39
33
30
28
41
40
40
34
45
42
39
39
66
54
49
44
67
61
57
55
75
64
59
58
24
23
21
20
36
31
28
25
41
36
32
30
45
41
40
37
50
46
43
41
67
61
53
47
78
68
62
60
77
69
65
63
26
24
24
21
39
34
28
27
45
39
38
33
48
44
42
39
54
51
47
45
74
68
56
52
90
71
65
63
89
81
74
67
27
26
25
23
42
36
31
29
47
42
41
35
53
47
44
41
61
55
52
48
91
69
63
58
92
79
74
67
95
83
80
71
30
27
26
25
45
39
35
31
51
45
41
38
57
52
48
44
61
62
56
54
92
76
64
59
94
81
75
69
102
89
81
77
34
29
27
26
50
41
37
32
54
47
43
39
60
54
49
49
68
62
59
55
103
77
71
66
105
93
81
76
105
97
88
87
34
31
29
27
54
43
38
36
60
52
46
42
64
61
55
49
73
69
63
60
105
93
82
67
106
96
85
80
110
104
98
91
36
34
31
29
57
47
40
37
60
54
48
45
68
61
58
54
76
70
67
64
106
94
83
75
117
107
94
84
117
105
99
93
37
34
31
30
58
49
43
39
68
57
52
47
78
69
62
56
77
75
71
65
111
97
85
75
122
108
96
88
126
112
106
101
39
37
35
31
65
51
43
40
68
61
54
49
80
69
63
60
91
78
76
73
117
107
94
84
128
109
100
99
136
114
112
103
42
37
36
34
65
57
48
42
73
62
55
53
83
73
70
64
93
92
78
73
127
108
96
87
129
119
109
100
137
130
118
110
Home Depot,
Bakersfield, CA
95
RECOMMENDED CODE OF STANDARD PRACTICE
FOR STEEL JOISTS AND JOIST GIRDERS
Adopted by the Steel Joist Institute April 7, 1931
1.6 PERFORMANCE TEST FOR K-SERIES
STEEL JOIST CONSTRUCTION
SECTION 1.
GENERAL
When job tests on a structure are required, joists shall
have bridging and top deck applied as used. In addition
to the full dead load, the test panel shall sustain for one
hour a test load of 1.65 times the design live load. After
this test load has been removed for a minimum of
30 minutes, the remaining deflection shall not exceed
20% of the deflection caused by the test load. The weight
of the test panel itself shall constitute the dead load of the
construction and shall include the weight of the joists,
bridging, top deck, slab, ceiling materials, etc. The
design live load shall be the live load specified and in no
case shall it be more than the published joist capacity
less the dead load. The cost of such tests shall be borne
by the purchaser.
1.1 SCOPE
The practices and customs set forth herein are in accordance with good engineering practice, tend to insure
safety in steel joist and joist girder construction, and are
standard within the industry. There shall be no conflict
between this code and any legal building regulation. This
code shall only supplement and amplify such laws.
Unless specific provisions to the contrary are made in a
contract for the purchase of steel joists or Joist Girders,
this code is understood to govern the interpretation of
such a contract.
1.2 APPLICATION
SECTION 2.
This Code of Standard Practice is to govern as a
standard unless otherwise covered in the architects’ and
engineers’ plans and specifications.
JOISTS AND
ACCESSORIES
1.3 DEFINITION
2.1 STEEL JOISTS AND JOIST GIRDERS
a) The term Seller as used herein is defined as a
company engaged in the manufacture and distribution
of steel joists, joist girders and accessories.
b) The term Material as used herein is defined as steel
joists, joist girders and accessories.
c) Bay dimensions for the purpose of steel joist erection
are defined in Appendix "A":
Steel joists and joist girders shall carry the designations
and meet the requirements of the applicable Steel Joist
Institute Specification and Table of latest adoption.
K-Series joists are furnished with parallel chords
only, and with minimum standard end bearing depth of
2¹⁄₂ inches (64 mm).
LH- and DLH-Series joists are furnished either underslung or square ended, with top chords either parallel,
pitched one way or pitched two ways. Underslung types
are furnished with standard end bearing depth of
5 inches (127 mm) for LH-Series. DLH-Series are
furnished with standard end bearing depths of 5 inches
(127 mm) for section numbers thru 17 and 7¹⁄₂ inches
(191 mm) for section numbers 18 and 19. The standard
pitch is ¹⁄₈ inch in 12 inches (1:96). The nominal depth
of a pitched longspan joist is taken at the center of
the span.
Joist girders are furnished either underslung or square
ended with top chords either parallel, pitched one way or
pitched two ways. Under-slung types are furnished with
a standard end bearing depth of 7¹⁄₂ inches (191 mm).
The standard pitch is ¹⁄₈ inch in 12 inches (1:96). The
nominal depth of a pitched Joist Girder is taken at
the center of the span.
Because Longspan and Deep Long Span joists may
have exceptionally high end reactions, it is recommended that the supporting structure be designed to provide a
minimum unit bearing pressure of 750 pounds per
square inch (5171 kilo Pascal).
1.4 DESIGN
In the absence of ordinances or specifications to the
contrary, all designs prepared by the specifying
professional shall be in accordance with the applicable
Steel Joist Institute Specifications and Load Table of
latest adoption.
1.5 RESPONSIBILITY FOR DESIGN AND
ERECTION
When material requirements are specified, the seller
shall assume no responsibility other than to furnish the
items listed in Section 5.2 (a). When material requirements are not specified, the Seller shall furnish the items
listed in Section 5.2 (a) in accordance with applicable
Steel Joist Institute Specifications of latest adoption, and
this code. The Seller shall identify material by showing
size and type. In no case shall the Seller assume any
responsibility for the erection of the item furnished.
96
RECOMMENDED CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
is recommended for spans up to and including
60 feet (18288 mm) except where Code requirements
for erection stability and/or the Steel Joist Institute
Specifications require bolted diagonal bridging.
LH- and DLH-Series Joists exceeding 60 feet
(18288 mm) in length shall have bolted diagonal
bridging for all rows.
Refer to Section #6 in the K-Series Specifications
and Section #105 in the LH/DLH- Specifications for
Erection Stability requirements.
The /r ratio for horizontal bridging shall not exceed
300. The material sizes shown in TABLES 2.5.1(a)
and 2.5.1(b) meet the criteria.
Horizontal bridging shall consist of two continuous
steel members, one of which is attached to the top
chord and the other attached to the bottom chord.
(c) Diagonal cross bridging consisting of angles or other
shapes connected to the top and bottom chords, of
K-, LH-, and DLH-Series Joists shall be used when
required by the applicable Steel Joist Institute
standards and specifications of latest adoption.
Diagonal bridging, when used, shall have an /r ratio
not exceeding 200.
When the bridging members are connected at their
point of intersection, the material sizes in Table 2.5.2
will meet the above specification.
2.2 SLOPED END BEARINGS
Where steel joists or joist girders are sloped, beveled
ends or sloped shoes may be provided where the slope
exceeds ¹⁄₄ inch in 12 inches (1:48). For Open Web steel
joists, K-Series, bearing ends will not be beveled for
slopes of ¹⁄₄ inch or less in 12 inches (1:48).
2.3 EXTENDED ENDS
Steel joist extended ends shall be in accordance with
Manufacturer’s Standard and shall meet the requirements of the Steel Joist Institute specification of latest
adoption.
2.4 CEILING EXTENSIONS
Ceiling extensions shall be furnished to support ceilings
which are to be attached to the bottom of the joists. They
are not furnished for the support of suspended ceilings.
The ceiling extension shall be either an extended bottom
chord element or a loose unit, whichever is standard with
the manufacturer, and shall be of sufficient strength to
properly support the ceiling.
2.5 BRIDGING AND BRIDGING ANCHORS*
(a) Bridging standard with the manufacturer and complying with the applicable Steel Joist Institute specification of latest adoption shall be used for bridging
all joists furnished by the manufacturer. Positive
anchorage shall be provided at the ends of each
bridging row at both top and bottom chords.
(b) For the K- and LH-Series Joists horizontal bridging
* Refer to Appendix “B” for OHSA steel joist erection
stability requirements.
TABLE 2.5.1a
K- SERIES JOIST
**BRIDGING MATERIAL SIZE
Equal Leg Angles
Round Rod
SECTION
1/2” round
1 x 7/64
1-1/4 x 7/64
1-1/2 x 7/64
1-3/4 x 7/64
2 x 1/8
2-1/2 x 5/32
NUMBER*
(13mm)
(25mm x 3mm)
(38mm x 3mm)
(45mm x 3mm)
(51mm x 3mm)
(64mm x 4mm)
r = .13”
r = .20”
(32mm x 3mm)
r = .25”
r = .30”
r = .35”
r = .40”
r = .50”
1 thru 9
10
11 and 12
3’- 3”
5’- 0”
6’- 3”
7’- 6”
8’- 7”
10’- 0”
12’- 6”
(991mm)
(1524mm)
(1905mm)
(2286mm)
(2616mm)
(3048mm)
(3810mm)
3’- 0”
4’- 8”
6’- 3”
7’- 6”
8’- 7”
10’- 0”
12’- 6”
(914 mm)
(1422mm)
(1905mm)
(2286mm)
(2616mm)
(3048mm)
(3810mm)
2’- 7”
4’- 0”
5’- 8”
7’- 6”
8’- 7”
10’- 0”
12’- 6”
(787mm)
(1219mm)
(1727mm)
(2286mm)
(2616mm)
(3048mm)
(3810mm)
* Refer to last digit(s) of Joist Designation
** Connection to Joist must resist 700 pounds (3114 N)
97
TABLE 2.5.1b
LH SERIES JOISTS
SPANS OVER 60' REQUIRE BOLTED DIAGONAL BRIDGING
**BRIDGING ANGLE SIZE – (EQUAL LEG ANGLE)
Section
Number*
02, 03, 04
05 – 06
07 – 08
1 x 7/64
(25mm x 3mm)
r = .20"
4' – 7"
(1397mm)
4' – 1"
(1245mm)
3' – 9"
(1143mm)
09 – 10
11 – 12
13 – 14
1-1/4 x 7/64
(32mm x 3mm)
r = .25"
6' – 3"
(1905mm)
5' – 9"
(1753mm)
5' – 1"
(1549mm)
4' – 6"
(1372mm)
4' – 1"
(1245mm)
3' – 9"
(1143mm)
15 – 16
17
1-1/2 x 7/64
(38mm x 3mm)
r = .30"
7' – 6"
(2286mm)
7' – 6"
(2286mm)
6' – 8"
(2032mm)
6' – 0"
(1829mm)
5' – 5"
(1651mm)
4' – 11"
(1499mm)
4' – 3"
(1295mm)
4' – 0"
(1219mm)
1-3/4 x 7/64
(45mm x 3mm)
r = .35"
8' – 9"
(2667mm)
8' – 9"
(2667mm)
8' – 6"
(2590mm)
7' – 8"
(2337mm)
6' – 10"
(2083mm)
6' – 3"
(1905mm)
5' – 5"
(1651mm)
5' – 1"
(1549mm)
2 x 1/8
(51mm x 3mm)
r = .40"
10' – 0"
(3048mm)
10' – 0"
(3048mm)
10' – 0"
(3048mm)
10' – 0"
(3048mm)
8' – 11"
(2118mm)
8' – 2"
(2489mm)
7' – 1"
(2159mm)
6' – 8"
(2032mm)
2-1/2 x 5/32
(64mm x 4mm)
r = .50"
12' – 4"
(3759mm)
12' – 4"
(3759mm)
12' – 4"
(3759mm)
12' – 4"
(3759mm)
12' – 4"
(3759mm)
12' – 4"
(3759mm)
11' – 0"
(3353mm)
10' – 5"
(3175mm)
* Refer to last two digits of Joist Designation
** Connection to Joist must resist force listed in Table 104.5.1
TABLE 2.5.2
K, LH & DLH SERIES JOISTS
MAXIMUM JOIST SPACING FOR DIAGONAL BRIDGING
BRIDGING ANGLE SIZE – (EQUAL LEG ANGLE)
JOIST
DEPTH
12
14
16
18
20
22
24
26
28
30
32
36
40
44
48
52
56
60
64
68
72
1 x 7/64
(25mm x 3mm)
r = .20"
6' – 6" (1981mm)
6' – 6" (1981mm)
6' – 6" (1981mm)
6' – 6" (1981mm)
6' – 5" (1955mm)
6' – 4" (1930mm)
6' – 4" (1930mm)
6' – 3" (1905mm)
6' – 2" (1879mm)
6' – 2" (1879mm)
6' – 1" (1854mm)
1-1/4 x 7/64
(32mm x 3mm)
r = .25"
8' – 3" (2514mm)
8' – 3" (2514mm)
8' – 2" (2489mm)
8' – 2" (2489mm)
8' – 2" (2489mm)
8' – 1" (2463mm)
8' – 1" (2463mm)
8' – 0" (2438mm)
8' – 0" (2438mm)
7' – 11" (2413mm)
7' – 10" (2387mm)
7' – 9" (2362mm)
7' – 7" (2311mm)
7' – 5" (2260mm)
7' – 3" (2209mm)
1-1/2 x 7/64
(38mm x 3mm)
r = .30"
9' – 11" (3022mm)
9' – 11" (3022mm)
9' – 10" (2997mm)
9' – 10" (2997mm)
9' – 10" (2997mm)
9' – 10" (2997mm)
9' – 9" (2971mm)
9' – 9" (2971mm)
9' – 8" (2946mm)
9' – 8" (2946mm)
9' – 7" (2921mm)
9' – 6" (2895mm)
9' – 5" (2870mm)
9' – 3" (2819mm)
9' – 2" (2794mm)
9' – 0" (2743mm)
8' – 10" (2692mm)
8' – 7" (2616mm)
8' – 5" (2565mm)
8' – 2" (2489mm)
8' – 0" (2438mm)
1-3/4 x 7/64
(45mm x 3mm)
r = .35”
11' – 7" (3530mm)
11' – 7" (3530mm)
11' – 6" (3505mm)
11' – 6" (3505mm)
11 ' – 6" (3505mm)
11' – 6" (3505mm)
11' – 5" (3479mm)
11' – 5" (3479mm)
11' – 5" (3479mm)
11' – 4" (3454mm)
11' – 4" (3454mm)
11' – 3" (3429mm)
11' – 2" (3403mm)
11' – 0" (3352mm)
10' – 11" (3327mm)
10' – 9" (3276mm)
10' – 8" (3251mm)
10' – 6" (3200mm)
10' – 4" (3149mm)
10' – 2" (3098mm)
10' – 0" (3048mm)
2 x 1/8
(45mm x 3mm)
r = .40"
13' – 0" (3962mm)
12' – 11" (3973mm)
12' – 10" (3911mm)
12' – 9" (3886mm)
12' – 8" (3860mm)
12' – 7" (3835mm)
12' – 5" (3784mm)
12' – 4" (3759mm)
12' – 2" (3708mm)
12' – 0" (3657mm)
11' – 10" (3606mm)
MINUMUM A307 BOLT REQUIRED FOR CONNECTION
SERIES
*SECTION NUMBER
A307 BOLT DIAMETER
K
ALL
3/8" (5mm)
LH/DLH
2 — 12
3/8" (5mm)
LH/DLH
13 – 17
1/2" (12mm)
DLH
18 & 19
5/8" (15mm)
*Refer to last digits of joist designation.
98
The joist manufacturer shall not be responsible for the
condition of the paint if it is not properly protected after
delivery.
2.6 HEADERS
Headers for Open Web Steel Joists, K-Series as outlined
and defined in Section 5.2 (a) shall be furnished by the
Seller. Such headers shall be any type standard with
the manufacturer. Conditions involving headers shall be
investigated and, if necessary, provisions made to
provide a safe condition. Headers are not provided for
Longspan steel joists, LH-Series, and Deep Longspan
steel joists, DLH-Series.
SECTION 4.
INSPECTION
All joist and joist girder inspections shall be made in
accordance with the provision for inspection in the applicable Steel Joist Institute specification of latest adoption.
2.7 BOTTOM CHORD LATERAL BRACING FOR
JOIST GIRDERS
Bottom chord lateral bracing shall be furnished when l/ry
of the bottom chord exceeds 240. The lateral bracing
shall be that which is standard with the manufacturer,
and shall be of sufficient strength to properly resist
any lateral force exerted by the bottom chord of the joist
girder.
SECTION 5.
ESTIMATING
5.1 PLANS FOR BIDDING
Plans to serve as the basis for bids shall show the character of the work with sufficient clarity to permit making
an accurate estimate and shall show the following:
Designation and location of materials (See Section
5.2 [a] )
Locations and elevations of all steel and concrete
supporting members and bearing walls.
Location and length of joist extended ends.
Location and size of all openings in floors and roofs.
Location of all partitions.
Location and magnitude of concentrated loads as
defined in Section 5.5.
Construction and thickness of floor slabs, roof deck,
ceilings and partitions.
Joists or joist girders requiring extended bottom
chords.
Paint, if other than manufacturer’s standard.
SECTION 3.
MATERIALS
3.1 STEEL
The steel used in the manufacture of joists and joist
girders shall comply with the applicable Steel Joist
Institute specification of latest adoption.
3.2 PAINT
(a) Standard Shop Paint – The shop coat of paint, when
specified, shall comply with the applicable Steel
Joist Institute specification of latest adoption.
(b) Disclaimer – The typical shop applied paint that is
used to coat steel joists and joist girders is a dipapplied, air-dried paint. The paint is intended to be
an impermanent and provisional coating which will
protect the steel for only a short period of exposure
in ordinary atmospheric conditions.
Since most steel joists and joist girders are painted
using a standard dip coating, the coating may not be
uniform and may include drips, runs, and sags.
Compatibility of any coating including fire protective
coatings applied over a standard shop paint shall
be the responsibility of the specifier and or painting
contractor.
The shop applied paint may require field
touch-up/repair as a result of, but not limited to, the
following:
1. Abrasions from: Bundling, banding, loading and
unloading, chains, dunnage during shipping,
cables and chains during erection, bridging,
installation, and other handling at the jobsite
NOTE: Rusting should be expected at any abrasion.
2. Dirt
3. Diesel smoke
4. Road salt
5. Weather conditions during storage
5.2 SCOPE OF ESTIMATE
(a) Unless otherwise specified, the following items shall
be included in the estimate, and requirements
shall be determined as outlined in Section 5.3
through 5.5.
Steel Joists
Joist Girders
Joist Extended Ends
Ceiling Extensions.
Extended bottom chord used as strut.
Bridging and bridging anchors.
Joist Girder bottom chord bracing.
Headers which are defined as members supported
by and carrying Open Web steel joists, K-Series.
One shop coat of paint, when specified, shall be in
accordance with Section 3.2.
(b) The following items shall not be included in the
estimate but may be quoted and identified as separate items:
99
Headers for Longspan Steel Joists, LH-Series.
Headers for Deep Longspan Steel Joists,
DLH-Series.
Reinforcement in slabs over joists.
Centering material and attachments.
Miscellaneous framing between joists for openings
at ducts, dumbwaiters, ventilators, skylights, etc.
Loose individual or continuous bearing plates and
bolts or anchors for such plates.
Erection bolts for joist and joist girder end anchorage.
Horizontal bracing in the plane of the top and bottom
chords from joist to joist or joist to structural framing
and walls.
Wood nailers.
Moment plates.
valid for use in selecting joist girder sizes for gravity
conditions that can be expressed in kips (Kilo Newton)
per panel point on the Joist Girder. When joist girders
are required to support unequal panel point loads or
other special loads, a joist girder load diagram shall
be provided by the specifying professional on
the structural drawings with these point loads
clearly shown.
Loads such as Bulb “T”s, purlins, partitions, heavy pipes,
monorail or tramrail type carrier, etc., running normal to
the length of the joist, or a mechanical unit mounted on
the joist, are concentrated loads. Where concentrated
loads occur, the joist must be selected to carry the full
combination of uniform load plus concentrated load. The
magnitude and location of these concentrated loads shall
be shown on the structural drawings when, in the opinion of the specifying professional, they may require
special consideration by the manufacturer. Such joists
shall be labeled “Special” on the structural drawings.
When steel joists are subjected to concentrated and/or
varying loads, the specifying professional shall use the
following procedure which will allow the:
1. Estimator to price the joists.
2. Joist manufacturer to design the joists properly.
3. Owner to obtain the most economical joists.
A. Sketch the joist(s) on the structural drawings showing all loads to be supported.
B. Determine the maximum moment in the joist and
derive the uniform load that will produce that
moment.
C. Determine the maximum end reaction and derive the
uniform load that will produce that reaction.
D. Using the largest of the 2 uniform loads in B and C
select a joist from the load table and add an “SP”
after the joist designation.
E. Place the designation under the sketch with the
following note:
“Joist supplier to design joist to support loads as
shown above.”
5.3 JOIST LOCATION AND SPACING
The maximum joist spacing shall be in accordance with
the requirements of the applicable SJI specification and
load table of latest adoption.
Where sidewalls, wall beams or tie beams are capable of
supporting the floor slab or roof deck, the first adjacent
joists may be placed one full space from these members.
Longspan steel joists and Deep Longspan steel joists are
provided with camber. These joists may have a
significant difference in elevation with respect to the
adjacent structure because of this camber. This difference in elevation should be given consideration when
locating the first joist adjacent to a sidewall, wall beam or
tie beam. Therefore, it is recommended that this joist be
located one full space away from these members.
Open Web steel joists, K-Series, should be no closer
than 6 inches (152 mm) to these supporting walls or
members. Where partitions occur parallel to joists, there
shall be at least one typical joist provided under each
such partition, and more than one such joist shall be
provided if necessary to safely support the weight of such
partition and the adjacent floor, less the live load, on a
strip of floor one foot (305 mm) in width. Where such
partitions extend less than one-third (¹⁄₃) of the span from
the support, special spacing or additional joists shall not
be required provided the loads do not exceed those in
Section 5.5. When partitions occur normal to the joists,
they shall be treated as concentrated loads, and joists
shall be investigated as indicated in Section 5.5.
5.4 ACCESSORIES
Joist accessories standard with the manufacturer shall
comply with applicable Steel Joist Institute specifications
of latest adoption and shall be in accordance with
Section 2 of this Code.
5.5 LOADS
The Steel Joist Institute Load Tables are based on
uniform loading conditions and are valid for use in selecting joist sizes for gravity loads that can be expressed in
terms of “Pounds per lineal foot” (Newtons per Meter) of
joist. The Steel Joist Institute Weight Tables are based on
uniformly spaced panel point loading conditions and are
100
ESTIMATING JOIST SIZE FOR SPECIAL LOADINGS
EXAMPLE: U.S. CUSTOMARY UNITS
The specifying professional shall compare the equivalent
uniform loads We1 & We2 to the uniform loads tabulated
in the K-Series Load Table. Loads in excess of the load
table loads indicate that the specifying professional shall
consider using additional joists to reduce the loading or
use the LH-Series Joist and make provisions for 5 deep
bearing seats.
8'-0"
160 plf
500#
300#
6'-0"
3'-0"
LIVE LOAD = 180#/ft
18"
DEAD LOAD = 90#/ft
7'-0"
30'-0"
800#
RL
RR
18K9 SP
Joist Supplier to design joist to support loads as shown
above.
160
Total Load =
(8) + (180 + 90) 30 + 500 + 800
2
+ 300 = 10,300 lbs.
RL =
8
9
160 (8 ) 30
3 + (180 + 90 )(30 ) + 500
30
2
30
2
+ 800
7
3
=
+ 300
30
30
RL = 5000 lbs.
RR = 5340 lbs.
Assume RR =
We1 (L )
,
2
W e1 =
2 (5340 )
= 356 lbs/ft
30
Point of Max. Mom. = Point of Zero Shear(V) = L1
(dist. from rt. end of Jst)
V = Zero = 5340 - (300 + 500 + 800) - (180 + 90)(L1)
L1 = 13.85 ft.
M @ L1 = 5340(13.85) - 300(10.85) -
(180 + 90)(13.85)
2
800(6.86) - 500(4.85) -
2
M = 36,903 ft. lbs.
We2 (L )
8 (36,903 )
= 328 lbs./ft.
, We2 =
8
(30)2
2
Assume M =
Using W e1 = 356 LB/ft. @ SPAN = 30',
and D = 18"
Using We1 = 356 LB/ft. @ SPAN = 30',
and D = 18"
Select 18K9 for total load (402) and live load (229) and
call it: 18K9SP
101
Due consideration by the specifying professional shall be
given to live loads due to:
1. Ponded rain water.
2. Excessive accumulation of snow in the vicinity
of obstructions such as penthouses, signs,
parapets, adjacent buildings, etc.
3. Wind uplift.
4. End moments at the joist end supports due to
live and/or wind/seismic loads shall be shown
on the structural drawings by the specifying
professional.
For moment resisting joists framing near the end
of a column, due consideration shall be given to
extend the column length to allow a plate type
connection between the top of the joist top chord
and the column. Preferably, avoid resolving joist
end moment forces through the joist bearing
seat connection.
The structural drawings shall specify that all
moment resisting joists shall have all dead loads
applied to the joist before the bottom chord
struts are welded to the column.
The top and bottom chord moment connection
details shall be designed by the specifying
professional. The joist designer shall furnish
the specifying professional with the joist detail
information if requested.
The design loads, as determined by the
specifying professional, shall not be less than
that specified in the applicable building codes.
notice from the Buyer to the contrary. When plans are
furnished by the Buyer which do not agree with the
Architect’s bid plans, such detailed plans shall be considered as a written notice of change of plans. However, it
shall be the Buyer’s responsibility to advise the Seller of
those changes which affect the joists or joist girders.
6.4 APPROVAL
When joist placement plans are furnished by the Seller,
prints thereof are submitted to the Buyer and owner for
examination and approval. The Seller allows a maximum
of fourteen (14) calendar days in his schedule for the
return of placement plans noted with the owner’s and
customer’s approval, or approval subject to corrections as
noted. The Seller makes the corrections, furnishes
corrected prints for field use to the owner/customer and is
released by the owner/customer to start joist manufacture.
Approval by the owner/customer of the placement plans,
sections, notes and joist schedule prepared by the Seller
indicates that the Seller has correctly interpreted the contract requirements, and is released by the owner/customer to start joist manufacture. This approval constitutes
the owner’s/customer’s acceptance of all responsibility
for the design adequacy of any detail configuration of joist
support conditions shown by the Seller as part of his
preparation of these placement plans.
Approval does not relieve the Seller of the responsibility
for accuracy of detail dimensions on the plans, nor the
general fit-up of joists to be placed in the field.
6.5 CHANGES
When any changes in plans are made by the buyer (or
Architect) either prior to or after approval of detailed
plans, or when any Material is required and was not
shown on plans used as the basis of the bid, the cost of
such changes and/or extra Material shall be paid by
the Buyer at a price to be agreed upon between Buyer
and Seller.
SECTION 6.
PLANS AND
SPECIFICATIONS
6.1 PLANS FURNISHED BY BUYER
SECTION 7.*
The Buyer shall furnish the Seller plans and specifications showing all Material requirements, the layout of
walls, columns, beams, girders and other supports, as
well as floor and roof openings and partitions correctly
dimensioned. The live loads to be used, the wind uplift if
any, the weights of partitions and the location and amount
of any special loads, such as monorails, fans, blowers,
tanks, etc., shall be indicated. The elevation of finished
floors and roofs and bearings shall be shown.
HANDLING AND
ERECTION
The Buyer and/or Erector shall check all materials on
arrival at job site and promptly report to Seller any
discrepancies and/or damages. The Buyer and/or
Erector shall comply with the requirements of the
applicable Steel Joist Institute specification of latest
adoption in the handling and erection of Material.
The Seller shall not be responsible for the condition of
paint finish on Material if it is not properly protected after
delivery.
The Seller shall not be responsible for improper fit of
Material in the case in inaccurate finish dimensions
of field construction work.
6.2 PLANS FURNISHED BY SELLER
The Seller shall furnish the Buyer with detailed plans and
lists showing the number, type, locations, spacing,
anchorage and mark of all Material as may be required
for proper installation. All Material shall be identified with
its mark which also appears on the bill of material. The
type of shop paint, when required, shall be indicated on
the drawings.
* For thorough coverage of this topic, refer to SJI Technical
Digest #9, “Handling and Erection of Steel Joists and
Joist Girders”.
6.3 DISCREPANCIES
The specifying professional’s bid plans and specifications
will be assumed to be correct in the absence of written
102
SECTION 8.
BUSINESS RELATIONS
8.1 PRESENTATION OF PROPOSALS
All proposals for furnishing Material shall be made on a
Sales Contract Form. After acceptance by the Buyer,
these proposals must be approved or executed by a
qualified official of the Seller. Upon such approval the
proposal becomes a contract.
8.2 ACCEPTANCE OF PROPOSALS
All proposals are intended for prompt acceptance and
are subject to change without notice.
8.3 BILLING
Contracts on a lump sum basis are to be billed proportionately as shipments are made.
8.4 PAYMENT
Payments shall be made in full on each invoice without
retention.
8.5 ARBITRATION
All business controversies which cannot be settled by
direct negotiations between Buyer and Seller shall
be submitted to arbitration. Both parties shall sign a
submission to arbitration and if possible agree upon an
arbitrator. If they are unable to agree, each shall appoint
an arbitrator and these two shall appoint a third arbitrator.
The expenses of the arbitration shall be divided equally
between the parties, unless otherwise provided for in the
agreements to submit to arbitration. The arbitrators shall
pass finally upon all questions, both of law and fact, and
their findings shall be conclusive.
103
REFERENCED SPECIFICATIONS, CODES AND STANDARDS
The following documents are referenced in these Specifications and Code
ASTM A6/A6M
-00a
ASTM A36/A36M
-00a
ASTM A242/242M
-00a
ASTM A370
-97a
ASTM A529/A529M
-00
ASTM A572/A572M
-00
ASTM A588/A588M
-00
ASTM A606
-98
ASTM A1008/A1008M
-01
ASTM A1011/A1011M
-00
AWS A5.1
-91
AWS A5.5
-96
AWS A5.17
-97
AWS A5.18
-93
AWS A5.20
-95
American Institute of Steel Construction Specification for Structural Steel Buildings (Allowable Stress Design and Plastic
Design) – June 1, 1989, Ninth Edition.
American Iron and Steel Institute Specification for Design of Cold-Formed Steel Structural Members – 1996,
Supplement #1, Approved July 30, 1999 – Printed June 2000
29 CFR Part 1926 Safety Standards for Steel Erection, – §1926.757 Open Web Steel Joists - January 18, 2001
SJI Technical Digest #3 – Structural Design of Steel Joist Roofs to Resist Ponding Loads – May 1971.
SJI Technical Digest #5 – Vibration of Steel Joist-Concrete Slab Floors, Revised March 1988.
SJI Technical Digest #6 – Structural Design of Steel Joist Roofs to Resist Uplift Loads, July 1998.
SJI Technical Digest #8 – Welding of Open Web Steel Joists, August 1983.
SJI Technical Digest #9 – Handling and Erection of Steel Joists and Joist Girders, July 1987.
SJI Technical Digest #11 – Design of Joist-Girder Frames, July 1999
Steel Structures Painting Council – SSPC Paint Specification No. 15, May 1, 1999
104
APPENDIX
STEEL JOIST INSTITUTE
BAY LENGTH DEFINITIONS
BAY LENGTH
BAY LENGTH
JOIST GIRDERS
STEEL BEAM
BAY LENGTH
BAY LENGTH
STEEL CHANNEL
STEEL COLUMN
BAY LENGTH
BAY LENGTH
STEEL COLUMN
STEEL TUBE
105
APPENDIX
BAY LENGTH DEFINITIONS
BAY LENGTH
BAY LENGTH
STEEL TUBE
MASONRY OR TILT-UP
BAY LENGTH
BAY LENGTH
MASONRY OR TILT-UP
MASONRY WITH PILASTER
BAY LENGTH
BAY LENGTH
MASONRY OR TILT-UP
MASONRY OR TILT-UP
BAY LENGTH
MASONRY WITH FACE BRICK
106
APPENDIX
OSHA STEEL ERECTION STANDARD
PART §1926.757 – OPEN WEB STEEL JOISTS
§ 1926.751 Definitions.
Anchored bridging means that the steel joist bridging is
connected to a bridging terminus point.
Bolted diagonal bridging means diagonal bridging that is
bolted to a steel joist or joists.
Bridging clip means a device that is attached to the steel
joist to allow the bolting of the bridging to the steel joist.
Bridging terminus point means a wall, a beam, tandem
joists (with all bridging installed and a horizontal truss in
the plane of the top chord) or other element at an end or
intermediate point(s) of a line of bridging that provides an
anchor point for the steel joist bridging.
Column means a load-carrying vertical member that is
part of the primary skeletal framing system. Columns do
not include posts.
Constructibility means the ability to erect structural steel
members in accordance with subpart R without having to
alter the over-all structural design.
Construction load (for joist erection) means any load
other than the weight of the employee(s), the joists and
the bridging bundle.
Erection bridging means the bolted diagonal bridging that
is required to be installed prior to releasing the hoisting
cables from the steel joists.
Personal fall arrest system means a system used to
arrest an employee in a fall from a working level. A
personal fall arrest system consists of an anchorage,
connectors, a body harness and may include a lanyard,
deceleration device, lifeline, or suitable combination of
these. The use of a body belt for fall arrest is prohibited.
Project structural engineer means the registered,
licensed professional responsible for the design of
structural steel framing and whose seal appears on the
structural contract documents.
Qualified person (also defined in § 1926.32) means one
who, by possession of a recognized degree, certificate,
or professional standing, or who by extensive knowledge, training, and experience, has successfully demonstrated the ability to solve or resolve problems relating to
the subject matter, the work, or the project.
Steel joist means an open web, secondary load-carrying
member of 144 feet (43.9 m) or less, designed by the
manufacturer, used for the support of floors and roofs.
This does not include structural steel trusses or
cold-formed joists.
Steel joist girder means an open web, primary loadcarrying member, designed by the manufacturer, used
for the support of floors and roofs. This does not include
structural steel trusses.
Structural steel means a steel member, or a member
made of a substitute material (such as, but not limited to,
fiberglass, aluminum or composite members). These
members include, but are not limited to, steel joists, joist
girders, purlins, columns, beams, trusses, splices, seats,
metal decking, girts, and all bridging, and cold formed
metal framing which is integrated with the structural steel
framing of a building.
§ 1926.757 Open web steel joists.
(a) General.
(1) Except as provided in paragraph (a)(2) of this section,
where steel joists are used and columns are not framed
in at least two directions with solid web structural steel
members, a steel joist shall be field-bolted at the column
to provide lateral stability to the column during erection.
For the installation of this joist:
(i) A vertical stabilizer plate shall be provided on
each column for steel joists. The plate shall be a
minimum of 6 inch by 6 inch (152 mm by 152 mm)
and shall extend at least 3 inches (76 mm) below
the bottom chord of the joist with a 13 /16 inch
(21 mm) hole to provide an attachment point for
guying or plumbing cables.
(ii) The bottom chords of steel joists at columns shall
be stabilized to prevent rotation during erection.
(iii) Hoisting cables shall not be released until the
seat at each end of the steel joist is field-bolted,
and each end of the bottom chord is restrained
by the column stabilizer plate.
(2) Where constructibility does not allow a steel joist to be
installed at the column:
(i) an alternate means of stabilizing joists shall be
installed on both sides near the column and shall:
(A) provide stability equivalent to paragraph
(a)(1) of this section;
(B) be designed by a qualified person;
(C) be shop installed; and
(D) be included in the erection drawings.
(ii) hoisting cables shall not be released until the seat
at each end of the steel joist is field-bolted and
the joist is stabilized.
(3) Where steel joists at or near columns span 60 feet
(18.3 m) or less, the joist shall be designed with sufficient
strength to allow one employee to release the hoisting
cable without the need for erection bridging.
(4) Where steel joists at or near columns span more than
60 feet (18.3 m), the joists shall be set in tandem with all
bridging installed unless an alternative method of
erection, which provides equivalent stability to the steel
joist, is designed by a qualified person and is included
in the site-specific erection plan.
(5) A steel joist or steel joist girder shall not be placed on
any support structure unless such structure is stabilized.
107
OSHA STEEL ERECTION STANDARD – OPEN WEB STEEL JOISTS
(6) When steel joist(s) are landed on a structure, they
shall be secured to prevent unintentional displacement
prior to installation.
(7) No modification that affects the strength of a steel joist
or steel joist girder shall be made without the approval of
the project structural engineer of record.
(8) Field-bolted joists.
(i) Except for steel joists that have been pre-assembled into panels, connections of individual steel
joists to steel structures in bays of 40 feet (12.2 m)
or more shall be fabricated to allow for field
bolting during erection.
(ii) These connections shall be field-bolted unless
constructibility does not allow.
(9) Steel joists and steel joist girders shall not be used as
anchorage points for a fall arrest system unless written
approval to do so is obtained from a qualified person.
(10) A bridging terminus point shall be established before
bridging is installed. (See Appendix C to this subpart.)
(b) Attachment of steel joists and steel joist girders.
(1) Each end of ‘‘K’’ series steel joists shall be attached to
the support structure with a minimum of two ¹⁄₈ -inch
(3 mm) fillet welds 1 inch (25 mm) long or with two
¹⁄₂ -inch (13 mm) bolts, or the equivalent. (2) Each end of
‘‘LH’’ and ‘‘DLH’’ series steel joists and steel joist girders
shall be attached to the support structure with a minimum
of two ¹⁄₄ -inch (6 mm) fillet welds 2 inches (51 mm) long,
or with two ³⁄₄ -inch (19 mm) bolts, or the equivalent.
(3) Except as provided in paragraph (b)(4) of this section,
each steel joist shall be attached to the support structure,
at least at one end on both sides of the seat, immediately upon placement in the final erection position and
before additional joists are placed.
(4) Panels that have been pre-assembled from steel
joists with bridging shall be attached to the structure at
each corner before the hoisting cables are released.
(c) Erection of steel joists.
(1) Both sides of the seat of one end of each steel joist
that requires bridging under Tables A and B shall be
attached to the support structure before hoisting cables
are released.
(2) For joists over 60 feet, both ends of the joist shall be
attached as specified in paragraph (b) of this section and
the provisions of paragraph (d) of this section met before
the hoisting cables are released.
(3) On steel joists that do not require erection bridging
under Tables A and B, only one employee shall
be allowed on the joist until all bridging is installed
and anchored.
1
NOTE: TABLES “A” & “B” HAVE BEEN
EDITED TO CONFORM WITH STEEL
JOIST INSTITUTE BOLTED DIAGONAL BRIDGING REQUIREMENTS.
EDITED ITEMS ARE SHOWN WITH
A STRIKE THROUGH NOTATION.
TABLE A.—ERECTION BRIDGING FOR SHORT
SPAN JOISTS1
Joist
Span
8K1 . . . . . . . . . . . . . . . . . . . . . . . . . . NM
10K1 . . . . . . . . . . . . . . . . . . . . . . . . NM
12K1 . . . . . . . . . . . . . . . . . . . . . . . . 23–0
12K3 . . . . . . . . . . . . . . . . . . . . . . . . NM
12K5 . . . . . . . . . . . . . . . . . . . . . . . . NM
14K1 . . . . . . . . . . . . . . . . . . . . . . . . 27–0
14K3 . . . . . . . . . . . . . . . . . . . . . . . . NM
14K4 . . . . . . . . . . . . . . . . . . . . . . . . NM
14K6 . . . . . . . . . . . . . . . . . . . . . . . . NM
16K2 . . . . . . . . . . . . . . . . . . . . . . . . 29–0
16K3 . . . . . . . . . . . . . . . . . . . . . . . . 30–0
16K4 . . . . . . . . . . . . . . . . . . . . . . . . 32–0
16K5 . . . . . . . . . . . . . . . . . . . . . . . . 32–0
16K6 . . . . . . . . . . . . . . . . . . . . . . . . NM
16K7 . . . . . . . . . . . . . . . . . . . . . . . . NM
16K9 . . . . . . . . . . . . . . . . . . . . . . . . NM
18K3 . . . . . . . . . . . . . . . . . . . . . . . . 31–0
18K4 . . . . . . . . . . . . . . . . . . . . . . . . 32–0
18K5 . . . . . . . . . . . . . . . . . . . . . . . . 33–0
18K6 . . . . . . . . . . . . . . . . . . . . . . . . 35–0
18K7 . . . . . . . . . . . . . . . . . . . . . . . . NM
18K9 . . . . . . . . . . . . . . . . . . . . . . . . NM
18K10 . . . . . . . . . . . . . . . . . . . . . . . NM
20K3 . . . . . . . . . . . . . . . . . . . . . . . . 32–0
20K4 . . . . . . . . . . . . . . . . . . . . . . . . 34–0
20K5 . . . . . . . . . . . . . . . . . . . . . . . . 34–0
20K6 . . . . . . . . . . . . . . . . . . . . . . . . 36–0
20K7 . . . . . . . . . . . . . . . . . . . . . . . . 39–0
20K9 . . . . . . . . . . . . . . . . . . . . . . . . 39–0
20K10 . . . . . . . . . . . . . . . . . . . . . . . NM
22K4 . . . . . . . . . . . . . . . . . . . . . . . . 34–0
22K5 . . . . . . . . . . . . . . . . . . . . . . . . 35–0
22K6 . . . . . . . . . . . . . . . . . . . . . . . . 36–0
22K7 . . . . . . . . . . . . . . . . . . . . . . . . 40–0
22K9 . . . . . . . . . . . . . . . . . . . . . . . . 40–0
22K10 . . . . . . . . . . . . . . . . . . . . . . . NM
22K11 . . . . . . . . . . . . . . . . . . . . . . . NM
24K4 . . . . . . . . . . . . . . . . . . . . . . . . 36–0
24K5 . . . . . . . . . . . . . . . . . . . . . . . . 38–0
24K6 . . . . . . . . . . . . . . . . . . . . . . . . 39–0
24K7 . . . . . . . . . . . . . . . . . . . . . . . . 43–0
24K8 . . . . . . . . . . . . . . . . . . . . . . . . 43–0
24K9 . . . . . . . . . . . . . . . . . . . . . . . . 44–0
24K10 . . . . . . . . . . . . . . . . . . . . . . . . NM
24K12 . . . . . . . . . . . . . . . . . . . . . . . . NM
NOTE: Corrections were made to the OSHA published tables according to a letter by Russell B.
Swanson of OSHA dated December 19, 2002.
108
TABLE A.—ERECTION BRIDGING FOR SHORT
SPAN JOISTS (continued)
TABLE B.—ERECTION BRIDGING FOR LONG
SPAN JOISTS
26K5 . . . . . . . . . . . . . . . . . . . . . . . . . 38–0
26K6 . . . . . . . . . . . . . . . . . . . . . . . . 39–0
26K7 . . . . . . . . . . . . . . . . . . . . . . . . 43–0
26K8 . . . . . . . . . . . . . . . . . . . . . . . . . 44–0
26K9 . . . . . . . . . . . . . . . . . . . . . . . . 44–0
26K10 . . . . . . . . . . . . . . . . . . . . . . . . 49–0
26K12 . . . . . . . . . . . . . . . . . . . . . . . NM
28K6 . . . . . . . . . . . . . . . . . . . . . . . . 40–0
28K7 . . . . . . . . . . . . . . . . . . . . . . . . 43–0
28K8 . . . . . . . . . . . . . . . . . . . . . . . . 44–0
28K9 . . . . . . . . . . . . . . . . . . . . . . . . 45–0
28K10 . . . . . . . . . . . . . . . . . . . . . . . 49–0
28K12 . . . . . . . . . . . . . . . . . . . . . . . 53–0
30K7 . . . . . . . . . . . . . . . . . . . . . . . . 44–0
30K8 . . . . . . . . . . . . . . . . . . . . . . . . 45–0
30K9 . . . . . . . . . . . . . . . . . . . . . . . . 45–0
30K10 . . . . . . . . . . . . . . . . . . . . . . . 50–0
30K11 . . . . . . . . . . . . . . . . . . . . . . . 52–0
30K12 . . . . . . . . . . . . . . . . . . . . . . . 54–0
10KCS1 . . . . . . . . . . . . . . . . . . . . . . NM
10KCS2 . . . . . . . . . . . . . . . . . . . . . . NM
10KCS3 . . . . . . . . . . . . . . . . . . . . . . NM
12KCS1 . . . . . . . . . . . . . . . . . . . . . . NM
12KCS2 . . . . . . . . . . . . . . . . . . . . . . NM
12KCS3 . . . . . . . . . . . . . . . . . . . . . . NM
14KCS1 . . . . . . . . . . . . . . . . . . . . . . NM
14KCS2 . . . . . . . . . . . . . . . . . . . . . . NM
14KCS3 . . . . . . . . . . . . . . . . . . . . . . NM
16KCS2 . . . . . . . . . . . . . . . . . . . . . . NM
16KCS3 . . . . . . . . . . . . . . . . . . . . . . NM
16KCS4 . . . . . . . . . . . . . . . . . . . . . . NM
16KCS5 . . . . . . . . . . . . . . . . . . . . . . NM
18KCS2 . . . . . . . . . . . . . . . . . . . . . . 35–0
18KCS3 . . . . . . . . . . . . . . . . . . . . . . NM
18KCS4 . . . . . . . . . . . . . . . . . . . . . . NM
18KCS5 . . . . . . . . . . . . . . . . . . . . . . NM
20KCS2 . . . . . . . . . . . . . . . . . . . . . . 36–0
20KCS3 . . . . . . . . . . . . . . . . . . . . . . 39–0
20KCS4 . . . . . . . . . . . . . . . . . . . . . . NM
20KCS5 . . . . . . . . . . . . . . . . . . . . . . NM
22KCS2 . . . . . . . . . . . . . . . . . . . . . . 36–0
22KCS3 . . . . . . . . . . . . . . . . . . . . . . 40–0
22KCS4 . . . . . . . . . . . . . . . . . . . . . . NM
22KCS5 . . . . . . . . . . . . . . . . . . . . . . NM
24KCS2 . . . . . . . . . . . . . . . . . . . . . . 39–0
24KCS3 . . . . . . . . . . . . . . . . . . . . . . 44–0
24KCS4 . . . . . . . . . . . . . . . . . . . . . . NM
24KCS5 . . . . . . . . . . . . . . . . . . . . . . NM
26KCS2 . . . . . . . . . . . . . . . . . . . . . . 39–0
26KCS3 . . . . . . . . . . . . . . . . . . . . . . 44–0
26KCS4 . . . . . . . . . . . . . . . . . . . . . . NM
26KCS5 . . . . . . . . . . . . . . . . . . . . . . NM
28KCS2 . . . . . . . . . . . . . . . . . . . . . . 40–0
28KCS3 . . . . . . . . . . . . . . . . . . . . . . 45–0
28KCS4 . . . . . . . . . . . . . . . . . . . . . . 53–0
28KCS5 . . . . . . . . . . . . . . . . . . . . . . 53–0
30KCS3 . . . . . . . . . . . . . . . . . . . . . . 45–0
30KCS4 . . . . . . . . . . . . . . . . . . . . . . 54–0
30KCS5 . . . . . . . . . . . . . . . . . . . . . . 54–0
NM = diagonal bolted bridging not mandatory.
Joist
Span
18LH02 . . . . . . . . . . . . . . . . . . . . 33–0
18LH03 . . . . . . . . . . . . . . . . . . . . NM.
18LH04 . . . . . . . . . . . . . . . . . . . . NM.
18LH05 . . . . . . . . . . . . . . . . . . . . NM.
18LH06 . . . . . . . . . . . . . . . . . . . . NM.
18LH07 . . . . . . . . . . . . . . . . . . . . NM.
18LH08 . . . . . . . . . . . . . . . . . . . . NM.
18LH09 . . . . . . . . . . . . . . . . . . . . NM.
20LH02 . . . . . . . . . . . . . . . . . . . . 33–0
20LH03 . . . . . . . . . . . . . . . . . . . . 38–0
20LH04 . . . . . . . . . . . . . . . . . . . . NM.
20LH05 . . . . . . . . . . . . . . . . . . . . NM.
20LH06 . . . . . . . . . . . . . . . . . . . . NM.
20LH07 . . . . . . . . . . . . . . . . . . . . NM.
20LH08 . . . . . . . . . . . . . . . . . . . . NM.
20LH09 . . . . . . . . . . . . . . . . . . . . NM.
20LH10 . . . . . . . . . . . . . . . . . . . . NM.
24LH03 . . . . . . . . . . . . . . . . . . . . 35–0
24LH04 . . . . . . . . . . . . . . . . . . . . 39–0
24LH05 . . . . . . . . . . . . . . . . . . . . 40–0
24LH06 . . . . . . . . . . . . . . . . . . . . 45–0
24LH07 . . . . . . . . . . . . . . . . . . . . NM.
24LH08 . . . . . . . . . . . . . . . . . . . . NM.
24LH09 . . . . . . . . . . . . . . . . . . . . NM.
24LH10 . . . . . . . . . . . . . . . . . . . . NM.
24LH11 . . . . . . . . . . . . . . . . . . . . NM.
28LH05 . . . . . . . . . . . . . . . . . . . . 42–0
28LH06 . . . . . . . . . . . . . . . . . . . . 46–0
28LH07 . . . . . . . . . . . . . . . . . . . . 54–0
28LH08 . . . . . . . . . . . . . . . . . . . . 54–0
28LH09 . . . . . . . . . . . . . . . . . . . . NM.
28LH10 . . . . . . . . . . . . . . . . . . . . NM.
28LH11 . . . . . . . . . . . . . . . . . . . . NM.
28LH12 . . . . . . . . . . . . . . . . . . . . NM.
28LH13 . . . . . . . . . . . . . . . . . . . . NM.
32LH06 . . . . . . . . . . . . . . . . . . . . 47–0 through 60–0
32LH07 . . . . . . . . . . . . . . . . . . . . 47–0 through 60–0
32LH08 . . . . . . . . . . . . . . . . . . . . 55–0 through 60–0
32LH09 . . . . . . . . . . . . . . . . . . . . NM through 60–0
32LH10 . . . . . . . . . . . . . . . . . . . . NM through 60–0
32LH11 . . . . . . . . . . . . . . . . . . . . NM through 60–0
32LH12 . . . . . . . . . . . . . . . . . . . . NM through 60–0
32LH13 . . . . . . . . . . . . . . . . . . . . NM through 60–0
32LH14 . . . . . . . . . . . . . . . . . . . . NM through 60–0
32LH15 . . . . . . . . . . . . . . . . . . . . NM through 60–0
36LH07 . . . . . . . . . . . . . . . . . . . . 47–0 through 60–0
36LH08 . . . . . . . . . . . . . . . . . . . . 47–0 through 60–0
36LH09 . . . . . . . . . . . . . . . . . . . . 57–0 through 60–0
36LH10 . . . . . . . . . . . . . . . . . . . . NM through 60–0
36LH11 . . . . . . . . . . . . . . . . . . . . NM through 60–0
36LH12 . . . . . . . . . . . . . . . . . . . . NM through 60–0
36LH13 . . . . . . . . . . . . . . . . . . . . NM through 60–0
36LH14 . . . . . . . . . . . . . . . . . . . . NM through 60–0
36LH15 . . . . . . . . . . . . . . . . . . . . NM through 60–0
NM = diagonal bolted bridging not mandatory.
109
(4) Employees shall not be allowed on steel joists where
the span of the steel joist is equal to or greater than the
span shown in Tables A and B except in accordance with
§ 1926.757(d).
(5) When permanent bridging terminus points cannot be
used during erection, additional temporary bridging
terminus points are required to provide stability.
(See appendix C of this subpart.)
(d) Erection bridging. (1) Where the span of the steel joist
is equal to or greater than the span shown in Tables A
and B, the following shall apply:
(i) A row of bolted diagonal erection bridging shall be
installed near the midspan of the steel joist;
(ii) Hoisting cables shall not be released until this bolted
diagonal erection bridging is installed and anchored; and
(iii) No more than one employee shall be allowed on
these spans until all other bridging is installed and
anchored.
(2) Where the span of the steel joist is over 60 feet
(18.3 m) through 100 feet (30.5 m), the following shall
apply:
(i) All rows of bridging shall be bolted diagonal bridging;
(ii) Two rows of bolted diagonal erection bridging shall be
installed near the third points of the steel joist;
(iii) Hoisting cables shall not be released until this bolted
diagonal erection bridging is installed and anchored; and
(iv) No more than two employees shall be allowed on
these spans until all other bridging is installed and
anchored.
(3) Where the span of the steel joist is over 100 feet
(30.5 m) through 144 feet (43.9 m), the following shall
apply:
(i) All rows of bridging shall be bolted diagonal bridging;
(ii) Hoisting cables shall not be released until all bridging
is installed and anchored; and
(iii) No more than two employees shall be allowed on
these spans until all bridging is installed and anchored.
(4) For steel members spanning over 144 feet (43.9 m),
the erection methods used shall be in accordance with
§ 1926.756.
(5) Where any steel joist specified in paragraphs (c)(2)
and (d)(1), (d)(2), and (d)(3) of this section is a bottom
chord bearing joist, a row of bolted diagonal bridging shall
be provided near the support(s). This bridging shall be
installed and anchored before the hoisting cable(s)
is released.
(6) When bolted diagonal erection bridging is required by
this section, the following shall apply:
(i) The bridging shall be indicated on the erection
drawing;
(ii) The erection drawing shall be the exclusive indicator
of the proper placement of this bridging;
(iii) Shop-installed bridging clips, or functional equivalents, shall be used where the bridging bolts to the
steel joists;
(iv) When two pieces of bridging are attached to the steel
joist by a common bolt, the nut that secures the first piece
of bridging shall not be removed from the bolt for the
attachment of the second; and
(v) Bridging attachments shall not protrude above the top
chord of the steel joist.
(e) Landing and placing loads.
(1) During the construction period, the employer
placing a load on steel joists shall ensure that the load
is distributed so as not to exceed the carrying capacity of any steel joist.
(2) Except for paragraph (e)(4) of this section, no
construction loads are allowed on the steel joists until
all bridging is installed and anchored and all joistbearing ends are attached.
(3) The weight of a bundle of joist bridging shall not
exceed a total of 1,000 pounds (454 kg). A bundle of joist
bridging shall be placed on a minimum of three steel
joists that are secured at one end. The edge of the
bridging bundle shall be positioned within 1 foot (.30 m)
of the secured end.
(4) No bundle of decking may be placed on steel joists
until all bridging has been installed and anchored and all
joist bearing ends attached, unless all of the following
conditions are met:
(i) The employer has first determined from a qualified
person and documented in a site-specific erection plan
that the structure or portion of the structure is capable of
supporting the load;
(ii) The bundle of decking is placed on a minimum of
three steel joists;
(iii) The joists supporting the bundle of decking are
attached at both ends;
(iv) At least one row of bridging is installed and anchored;
(v) The total weight of the bundle of decking does not
exceed 4,000 pounds (1816 kg); and
(vi) Placement of the bundle of decking shall be in
accordance with paragraph (e)(5) of this section.
(5) The edge of the construction load shall be placed
within 1 foot (.30 m) of the bearing surface of the
joist end.
110
APPENDIX
ILLUSTRATIONS OF OSHA BRIDGING TERMINUS POINTS:
NON-MANDATORY
Guidelines for complying with OSHA Steel Erection Standard, Paragraph
§1926.757(a)(10) and §1926.757(c)(5)
TYP
TYP
HORIZ. BRDG.
HORIZ. BRDG.
LAG WITH SHIELD
OR EMBEDDED ANCHOR
LAG WITH SHIELD
OR EMBEDDED ANCHOR
HORIZONTAL BRIDGING
TERMINUS AT WALL
HORIZONTAL BRIDGING
TERMINUS AT WALL
TYP
TYP
HORIZ. BRDG.
HORIZ. BRDG.
HORIZONTAL BRIDGING
TERMINUS AT PANEL WALL
HORIZONTAL BRIDGING
TERMINUS AT
STRUCTURAL SHAPE
111
ILLUSTRATIONS OF OSHA BRIDGING TERMINUS POINTS: NON-MANDATORY
Guidelines for complying with OSHA Steel Erection Standard,
Paragraph §1926.757(a)(10) and §1926.757(c)(5)
TYP
TYP
BOLTED
CONNECTION
LAG WITH SHIELD
OR EMBEDDED ANCHOR
HORIZONTAL BRIDGING
TERMINUS AT STRUCTURAL
SHAPE WITH OPTIONAL
"X-BRIDGING"
BOLTED DIAGONAL BRIDGING
TERMINUS AT WALL
TYP
TYP
BOLTED
CONNECTION
BOLTED
CONNECTION
LAG WITH SHIELD
OR EMBEDDED ANCHOR
LAG WITH SHIELD
OR EMBEDDED ANCHOR
TERMINUS AT WALL
TERMINUS AT WALL
112
ILLUSTRATIONS OF OSHA BRIDGING TERMINUS POINTS: NON-MANDATORY
Guidelines for complying with OSHA Steel Erection Standard,
Paragraph §1926.757(a)(10) and §1926.757(c)(5)
TYP
HORIZONTAL TRUSS
WEBBING
TYP
JOISTS PAIR BRIDGING
TERMINUS POINT
JOISTS PAIR BRIDGING
TERMINUS POINT
LOOPED
AROUND
TOP CHORD
LOOPED
AROUND
TOP CHORD
INDEPENDENT
TEMP. GUY
CABLES
INDEPENDENT
TEMP. GUY
CABLES
HORIZ. BRDG.
POSITIVE
ANCHORAGE
POINT
POSITIVE
ANCHORAGE
POINT
HORIZONTAL BRIDGING
TERMINUS POINT
SECURED BY TEMP.
GUY CABLES
DIAGONAL BRIDGING
TERMINUS POINT
SECURED BY TEMP.
GUY CABLES
113
1
2
3
SEQUENCE
NOTES:
4
QTY
TOTAL JOIST
MARK
NET UPLIFT:
TYPE
steel
Corporation
114
C/C OR
CLEAR
BDL
NO
EXTR
CL
JOIST LIST
YES
EXTL
K, KCS
LH, DLH
EXTL
BDL
BDR
SHL
SHR
BCXL
BCXR
TYPE "F" EXT
SEQUENCE:
SEQ COLOR:
DATE:
DATE:
LIST BY:
CHECKED BY:
SPEC:
CR
CR
K, KCS
LH, DLH
CUSTOMER:
FR/
TYPE
5”
6”
BCXR
TYPE "S" EXT
PAINT:
CL
JOIST
TAG END: LOW END
SHR
EXTR
PROJECT:
FL/
TYPE
5”
6”
BCXL
SHL
OAL
C/C OR CLEAR
BDR
OAL
SHEET#
PROJECT#
PLANT:
REV#
OF
DATE:
NOTES
LENGTHS SHOWN ARE IN HORIZONTAL PROJECTION
DT = DANGER TAG (PER OSHA)
LH & DLH = 7/8”, 4” Gage UNO
Slots: H & K = 5/8”, 3 1/2” Gage UNO
LH & DLH = 5” UNO
BDL, BDR: H & K = 2 1/2” UNO
SEAT STANDARDS
COPY 140% LARGER ON LEGAL FORMAT
OR
DOWNLOAD FROM canamsteel.com
FINAL:
ELEV.
SLOPE
PLF
JOIST LIST
1
2
3
SEQUENCE
NOTES:
4
QTY
TYPE
TOTAL GIRDERS
MARK
NET UPLIFT: YES
NO
steel
Corporation
115
BDL
C/C OR
CLEAR
NO
SHL
SHR
BCXL
BCXR
THL
THR
SEQUENCE:
SEQ COLOR:
DATE:
DATE:
LIST BY:
CHECKED BY:
SPEC:
BDR
PL
LENGTHS SHOWN ARE IN HORIZONTAL PROJECTION
BS = Joist Bolted on Both Sides
SHEET#
PROJECT#
PLANT:
REV#
N
DATE:
PR
OF
Holes for LH Series Must be Noted
OAL/
OSHA
THL, THR = 5/8” Holes, 4 1/2” Gage UNO
SLOTS = 7/8”, 5” Gage UNO
FS = Joist Bolted on Far Side
BDL, BDR = 7 1/2” UNO
NS = Joist Bolted on Near Side
SEAT STANDARDS
WS = Welded Seats
* OSHA JOIST TO GIRDER CONNECTION
CUSTOMER:
BDL
BCXR
6”
SHR
CR
THR2
THR
EXTR
PAINT:
CR
*
PR
PROJECT:
CL
GIRDER
TAG END: LOW END
EXTR
GIRDER LIST
YES
EXTL
BCXL
6”
PL
OAL
C/C OR CLEAR
N
BDR
OR
FINAL:
ELEV.
SLOPE
SHL
CL
THL2
THL
EXTL
JOIST GIRDER LIST
1
SPACE
2
3
4
RIGHT
WALL
TYPE 3
DIT
LEFT
DIT
LEFT
SEQUENCE
TYPE 2
TYPE 4
SPACE
TYPE 5
WALL
TYPE 6 TYPE 7 TYPE 8 TYPE 9
WALL
TYPE 13
SPACE
QTY
TOTAL
MARK
TYPE
steel
Corporation
116
NO
RIGHT
DEPTH
BRIDGING
LIST
RIGHT
MARK
3
3
3
2
3
SEQUENCE
2
SEQUENCE
2
SEQUENCE
2
SEQUENCE
4
4
4
4
MARK
MARK
MARK
QTY
SEQUENCE:
SEQ COLOR:
DATE:
DATE:
LIST BY:
CHECKED BY:
SIZE
BRIDGING ANCHOR CLIPS
SIZE
HORIZONTAL BRIDGING
LENGTH
SIZE
1
SHEET#
PROJECT#
PLANT:
REV#
2
3
SEQUENCE
SIZE
4
SEAT
DEPTH
QTY
OF
DATE:
SIZE
BOLT / NUT / WASHER
GIRDER
DEPTH
JOIST
DEPTH
REMARKS
REMARKS
GIRDER KNEE BRACE / LOOSE BOTTOM CHORD
LENGTH
LENGTH
BOLT / NUT / WASHER
QTY
QTY
QTY
SPEC:
1
1
1
1
CUSTOMER:
SIZE
PAINT:
DIT = DIFF
IN TOP
PROJECT:
SPACING
NOTES:
OR
YES
LEFT
DEPTH
FINAL:
LEFT
MARK
TYPE 15
WALL
REMARKS
TYPE 14
BOLTED “H” TYPES
NOTE FOR “DIT” USE “+” WHEN “LEFT” IS LOWER THAN “RIGHT” & USE “-” WHEN “RIGHT” IS LOWER THAN “LEFT”
TYPE 1
RIGHT
DIT
LEFT
BOLTED “X” TYPES
RIGHT
WELDED “X” TYPES
BRIDGING & ACCESSORIES LIST
Bid. Doc.
117
steel
Corporation
Bid. Doc.
Respbl.
Bidders
G. C.
Arch./Eng.
Arch./Eng.
Address
Address
Address
Address
Paint
Paint
Paint
Paint
Division:
Bid. Doc.
Bid. Doc.
Bid. Doc.
Note:
Cleaning:
Paint:
General
Country:
Bid. Doc.
Prov. / State:
City:
Address:
General
Phone:
Contact:
Name:
Engineer
Phone:
Contact:
Name:
Architect
General
Contact:
Name:
General
Country:
Tel.:
Respbl.
Respbl.
Respbl.
Respbl.
City:
Bidders
Bidders
Bidders
Bidders
Company:
County:
Arch./Eng.
Arch./Eng.
G. C.
Arch./Eng.
ZIP / Postal Code:
County:
G. C.
Fax:
Fax:
G. C.
State:
Paint
Paint
Paint
Paint
Page 1 of
Address
Address
Address
Address
E-mail:
Arch./Eng.
Closing Date:
G. C.
Fax:
Please return this take-off sheet to the nearest Canam sales office. To locate the closest sales office to your region, please consult our Web Site at: www.canamsteel.com
General
DSG Input by:
Estimator:
Sales Rep.:
Bid. Doc.
G. C.
Bidders
Arch./Eng.
General
Issued For:
G. C.
Addendums:
Respbl.
Bidders
Specifications:
Bid Doc.:
Bid Doc. From:
General
Recall Date:
Respbl.
Arch./Eng.
Branch Office:
G. C.
Estimated Shipping Date:
Bidders
Shipping Territory:
Respbl.
Closing Date:
Bid. Doc.
Alternate:
Project SQ.FT. :
General
Extra / Credit:
Name:
Revision:
Deck Required:
Quotation No:
Zip Code:
Address:
Name:
TAKE-OFF SHEET
steel
Corporation
118
Inclusions:
Bridging:
Total:
Mark
Quotation No:
Qty
BCX
Holes
SS:
Depth
Designation
LS:
JS:
Net
Uplift
Steel Deck:
Spacing
Exclusions:
JG:
Span
Base Length
Project Name:
LL
Defl.
Left
TCX
Right
Options
Page
of
Steel Grade:
TAKE-OFF SHEET
TAKE-OFF SHEET
Quotation No:
Project Name:
Diagonal Bridging
Horizontal Bridging
Type
Type
Quantity
Steel Deck
Type
Quantity
Steel Deck Accessories
Quantity
Type
Quantity
Page
steel
Corporation
119
of
steel
Corporation
United States “1”
www.canamsteel.com
Plants
Sales office
Maryland
Head office and plant - SJI, AISC(1)
4010 Clay Street, P.O. Box C-285
Point of Rocks, Maryland 21777-0285
Telephone: (301) 874-5141
Toll free: 1-800-638-4293
Fax: (301) 874-5685
Florida
Plant and sales office - SJI, AISC(1)
140 South Ellis Road
Jacksonville, Florida 32254
Telephone: (904) 781-0898
Fax: (904) 781-2004
Missouri
Plant and sales office - SJI, AISC(1)
2000 West Main Street
Washington, Missouri 63090-1008
Telephone: (636) 239-6716
Fax: (636) 239-4135
Ohio
Plant and sales office - SJI(1)
555 North Yearling Road
Columbus, Ohio 43213
Telephone: (614) 235-9805
Fax: (614) 235-9901
Arizona
22451 North 79th Drive
Peoria, Arizona 85382
Telephone: (623) 266-2193
Fax: (623) 266-2194
California
1910 Palomar Oaks Way, Suite 200
Carlsbad, California 92008
Telephone: (760) 268-1018
Fax: (760) 268-1028
Texas
2114 Crestwood Trail
Mansfield, Texas 76063
Telephone: (817) 473-9333
Fax: (817) 473-0333
Massachusetts
50 Eastman Street
Easton, Massachusetts 02334-1245
Telephone: (508) 238-4500
Fax: (508) 238-8253
18777 Stone Oak Parkway, Suite 312
San Antonio, Texas 78258
Telephone: (210) 495-0105
Fax: (210) 495-0141
Minnesota
768 - 103 Twelve Oaks Center
15500 Wayzata Blvd.
Wayzata, Minnesota 55391
Telephone: (952) 475-9165
Fax: (952) 475-2710
Florida
553 Waterside Drive
Hypoluxo, Florida 33462
Telephone: (561) 547-7469
Fax: (561) 540-4679
New York
139 Hawthorne Way
Chittenango, New York 13037-1010
Telephone: (315) 687-5870
Fax: (315) 687-3701
Georgia
150 Stanley Court, Suite C
Lawrenceville, Georgia 30045
Telephone: (770) 682-7815
Fax: (770) 682-9604
Oregon
2081 Holcomb Springs Road
Gold Hill, Oregon 97525
Telephone: (541) 855-9057
Fax: (541) 855-2027
llinois
7501 Lemont Road, Suite 315
Woodridge, Illinois 60517-2660
Telephone: (630) 910-1700
Fax: (630) 910-1785
Washington
Plant and sales office - SJI, ICBO(1)
2002 Morgan Road
Sunnyside, Washington 98944
Telephone: (509) 837-7008
Fax: (509) 839-7635
Maryland
P.O. Box 296
Phoenix, Maryland 21131-0296
Telephone: (410) 472-4327
Fax: (410) 472-4827
Pennsylvania
3280 St. Andrews Drive
Chambersburg, Pennsylvania 17201
Telephone: (717) 263-7432
Fax: (717) 263-7542
Indiana
610 Fairington Avenue
Lafayette, Indiana 47905
Telephone: (765) 477-7764
Fax: (765) 474-4042
1012 Hampstead Road
Wynnewood, Pennsylvania 19096
Telephone: (610) 896-4790
Fax: (610) 896-4815
1166 Barksdale Avenue
Peru, Indiana 46970
Telephone: (765) 689-5539
Fax: (765) 689-5541
Tennessee
8620 Trinity Road, Suite 207
Cordova, Tennessee 38018
Telephone: (901) 759-1524
Fax: (901) 759-3969
Kansas
6803 West 64th Street, Suite 111
Overland Park, Kansas 66202
Telephone: (913) 384-9809
Fax: (913) 384-9816
Virginia
13243 Harpers Ferry Road
Purcellville, Virginia 20132
Telephone: (540) 668-7766
Fax: (540) 668-7767
Washington
240 N.W. Gilman Blvd., Suite G
Issaquah, Washington 98027
Telephone: (425) 392-2935
Fax: (425) 392-3149
1318 E. 38th Avenue
Spokane, Washington 99203
Telephone: (509) 456-4363
Fax: (509) 624-2772
Foreign offices
Romania “40”
Brasov, Romania
Alexandru Ion Lepadatu no 4
Brasov 2200, Romania
Telephone: (40 268) 31 43 73
Fax: (40 268) 32 78 63
India “91”
Kolkata, India
GN 37/B, Sector V
Salt Lake, Kolkata 700 091, India
Telephone: (91 33) 23 57 58 65
Fax: (91 33) 23 57 59 14
steel
works
Canada “1”
Plant and sales office
ISO 9002, AISC, CWB(1)
807, rue Marshall
Laval (Québec) H7S 1J9
Telephone: (514) 337-8031
Toll free: 1-800-361-3966
Fax: (450) 668-3091
Sales offices, Canada
Machine shop
125, rue du Parc
Saint-Joseph-de-Beauce (Québec) G0S 2V0
Telephone: (418) 397-8070
Fax: (418) 397-8017
Québec
Head office, plant and sales office
ISO 9002, SJI, AISC, CWB(1)
115, boul. Canam Nord
Saint-Gédéon, Beauce (Québec) G0M 1T0
Telephone: (418) 582-3331
Toll free: 1-888-849-5910
Fax: (418) 582-3381
New Brunswick
95 Foundry Street
Heritage Court, Suite 417
Moncton, New Brunswick E1C 5H7
Telephone: (506) 857-3164
Fax: (506) 857-3253
Alberta
Plant and sales office - SJI, CWB(1)
323 - 53rd Avenue S.E.
Calgary, Alberta T2H 0N2
Telephone: (403) 252-7591
Toll free: 1-866-203-2001
Fax: (403) 253-7708
Québec
200, boulevard Industriel
Boucherville (Québec) J4B 2X4
Telephone: (450) 641-8770
Toll free: 1-800-361-0203
Fax: (450) 641-8769
Plant
ISO 9002, CWB(1)
Telephone: (450) 641-2820
Toll free: 1-800-463-1582
Fax: (450) 641-3132
Ontario
Plant and sales office - CWB, SJI(1)
1739 Drew Road
Mississauga, Ontario L5S 1J5
Telephone: (905) 671-3460
Toll free: 1-800-871-8876
Fax: (905) 671-3924
www.canamsteel.com
Administration, Steel Sector,
North America
Québec
11505, 1re Avenue, Suite 500
Ville de Saint-Georges (Québec) G5Y 7X3
Telephone: (418) 228-8031
Toll free: 1-877-499-6049
Fax: (418) 227-5424
Plants
British Columbia
95 Schooner Street
Coquitlam, British Columbia V3K 7A8
Toll free: 1-866-203-2001
Fax: (604) 523-2181
steel
Corporation
120
Engineering and credit office
270, chemin Du Tremblay
Telephone: (450) 641-4000
Toll free: 1-866-506-4000
Fax: (450) 641-4001
Foreign offices
Brasov, Romania
Engineering and sales office
Alexandru Ion Lepadatu no 4
Brasov 2200, Romania
Telephone: (40 268) 31 43 73
Fax: (40 268) 32 78 63
Kolkata, India
Engineering and sales office
GN 37/B, Sector V
Salt Lake, Kolkata 700 091, India
Telephone: (91 33) 23 57 58 65
Fax: (91 33) 23 57 59 14
www.structal.ca
Plant and sales office, Canada
www.steelplus.com
Canadian offices
Plant and sales office
ISO 9001, AISC, CWB(1)
1445, rue du Grand Tronc
Québec (Québec) G1N 4G1
Telephone: (418) 683-2561
Toll free: 1-877-304-2561
Fax: (418) 688-8512
Québec
Main office - ISO 9001(1)
11505, 1re Avenue, bureau 500
Ville de Saint-Georges (Québec) G5Y 7X3
Telephone: (418) 227-7833
Toll free: 1-800-764-7833
Fax: (418) 227-8587
Sales office
Telephone: (450) 641-4000
Toll free: 1-866-506-4000
Fax: (450) 641-4001
Telephone: (450) 641-8770
Toll free: 1-800-463-1582
Fax: (450) 641-8769
Sales office, United States
Maryland
Telephone: (301) 874-5141
Telephone: 1-800-638-4293
Fax: (301) 874-5686
Alberta
323 - 53rd Avenue S.E.
Calgary, Alberta T2H 0N2
Telephone: (403) 252-7507
Toll free: 1-888-388-7833
Fax: (403) 255-7519
New Brunswick
95 Foundry Street
Heritage Court, Suite 417
Moncton, New Brunswick E1C 5H7
Telephone: (506) 857-3178
Toll free: 1-800-210-7833
Fax: (506) 857-3253
Ontario
1755 Drew Road
Mississauga, Ontario L5S 1J5
Telephone: (905) 671-3460
Fax: (905) 671-3924
Telephone: (450) 641-4000
Toll free: 1-866-506-4000
Fax: (450) 641-4001
Massachusetts
50 Eastman Street
Easton, Massachusetts 02334-1245
Telephone: (508) 238-7079
Fax: (508) 238-8253
Missouri
2000 West Main Street
Washington, Missouri 63090-1008
Telephone: (636) 239-6716
Fax: (636) 239-1714
Ohio
555 North Yearling Road
Columbus, Ohio 43213
Telephone: (614) 235-9805
Fax: (614) 235-9901
United States offices
807, rue Marshall
Laval (Québec) H7S 1J9
Telephone: (514) 337-8031
Fax: (450) 668-3091
Illinois
7501 Lemont Road, Suite 315
Woodridge, Illinois 60517
Telephone: (630) 910-1700
Fax: (630) 910-1785
2050, 127e Rue
Ville de Saint-Georges (Québec) G5Y 2W8
Telephone: (418) 227-7833
Fax: (418) 225-9802
Maryland
Telephone: (301) 874-5141
Fax: (301) 874-2599
(1)
Accreditation:
AISC = American Institute of Steel Construction
CWB = Canadian Welding Bureau
ICBO = International Conference
of Building Officials
ISO = International Standard Organization
SJI = Steel Joist Institute
grupo
Mexico “52”
www.grupocanammanac.com
Plants
Monterrey, NL
Head office, plant and sales office
SJI(1)
Carretera Monterrey-Laredo km. 22.450
Cienega de Flores, Nuevo León, México
C.P. 65550
Telephone: (52 81) 82 21 06 00
Fax: (52 81) 82 21 06 10
Ciudad Juárez, Chih.
Plant - ICBO, SJI(1)
Carretera Panamericana #9920
Colonia Puento Alto
Ciudad Juárez, Chihuahua
México 32695
Telephone: (52 65) 66 29 09 38
Fax: (52 65) 66 33 13 48
Sales office
Chihuahua, Chih.
Calle Cipres #1317
Colonia Granjus, C.P. 31160
Chihuahua, Chih., México
Telephone: (52 61) 44 82 18 92
Fax: (52 61) 44 82 18 91
México, DF
Luz Saviñon #13, piso 6, Colonia Del Valle
Del. Benito Juárez, C.P. 03100
México, DF
Telephone: (52 55) 55 36 25 20
Fax: (52 55) 55 36 25 23
The project pictured on the cover
page is Bridgestone / Firestone
located in Graniteville, SC.
steel
Corporation
121
INTERNET ADDRESSES AND WEB SITE PLAN
CANAM STEEL
CORPORATION
http://www.canamsteel.com
STEEL DECK INSTITUTE
http://www.sdi.org
UNDERWRITERS
LABORATORIES INC.
http://www.ul.com
STEEL PLUS NETWORK
http://www.steelplus.com
http://www.steeljoist.org
FACTORY MUTUAL SYSTEM
http://www.fmglobal.com
AMERICAN INSTITUTE
OF STEEL CONSTRUCTION
http://www.aisc.org
ICBO
http://www.icbo.org
www.canamsteel.com
®
PURLINS
AND GIRTS
STEEL DECK
Future Électronique,
Pointe-Claire, QC
Engineered Solutions
Nova Steel
Stoney Creek, ON
Engineered Service
Engineered Service
Engineered Service
www.canamsteel.com
Corporate
Brochure
Steel Deck
(Canada)
D500
Steel Deck
(USA)
Purlins
and Girts
(Canada)
MD2000
D500
™
™
Engineered Service
Purlins
and Girts
(USA)
MD2000
®
Engineered Service
Engineered Service
Engineered Service
Open-Web
Steel Joists
(Canada)
®
Technical Manual
SPC No. 05260
Open-Web
Steel Joists
(USA)
Hambro Floor
System D500TM
(Canada)
Hambro Floor
System D500TM
(USA)
Hambro Floor
System MD2000®
(Canada)
Hambro Floor
System MD2000®
(USA)
Hambro
Technical Manual
Architectural Bearing Walls
expanpro
TM
BUILDING SYSTEMS
Speed
Speed
Quality
Expertise
Murox System
Versatility
WELDED BEAMS
Expertise
Economical • Fast • Flexible
Sun Building
System
Welded Beams
Architectural
Bearing Walls
steel
Corporation
122
Expanpro
Brochure
Printed in Canada 03/2003
the
www.canamsteel.com
www.canammanac.com
AP
Steel Plus
Network®
www.steelplus.com
Steel Joist
Institute
WELDING
BUREAU
CANADIA
N
PR O VAL
Canadian
Welding
Bureau
Canadian
Institute of Steel
Construction
International
Conference of
Building Officials
Underwriters
Laboratories
Inc.®
American
Institute of Steel
Construction inc.

the steel joist institute

Transcription

Similar documents

saving you money saving our environment

Read more - Deckmaster

View Working Drawings

TrimJoist

pro-shore - Forming America