Steel Joists and Joist Girders 1 PDF
Steel Joists and Joist Girders 1 PDF
Steel Joists and Joist Girders 1 PDF
Albuquerque, NM Area Ft. Wayne/S. Bend, IN Area Memphis, TN Area San Francisco, CA Area
Ph. (505) 892-0707 Ph. (260) 337-1800 Ph. (901) 751-3927 Ph. (925) 229-1020
Fax (505) 892-2727 Fax (260) 337-1801 Fax (901) 751-3593 Fax (925-229-2469
Atlanta, GA Area Grand Rapids, MI Area Metro New York Area Seattle, WA Area
Ph. (770) 307-2111 Ph. (616) 949-2106 Ph. (732) 738-8188 Ph. (425) 402-9011
Fax (770) 307-1800 Fax (616) 949-6694 Fax (732) 738-8288 Fax (425) 482-6433
Boston, MA Area Houston, TX Area Minneapolis, MN Area Upstate New York Area
Ph. (603) 894-1146 Ph. (281) 251-8857 Ph. (763) 425-4399 Ph. (315) 828-1730
Fax (603) 894-1149 Fax (281) 251-9515 Fax (763) 425-6905 Fax (315) 828-1740
FIRE RESISTANCE RATINGS WITH STEEL JOIST AND JOIST GIRDERS ............................................. 149
ECONOMICAL JOIST GUIDE .................................................................................................................... 159
RECOMMENDED CODE OF STANDARD PRACTICE ............................................................................. 171
GLOSSARY ................................................................................................................................................. 197
OSHA SAFETY STANDARDS FOR STEEL ERECTION ........................................................................... 203
PUBLICATIONS .......................................................................................................................................... 212
1
ALABAMA
7205 Gault Avenue N.
Fort Payne, Alabama 35967
P.O. Box 680169
Fort Payne, Alabama 35968
(256) 845-2460 Fax: (256) 845-2823
email: sales@vulcraft-al.com
ISO9001 Certified
ISO 14001 Certified
Joists &Deck
INDIANA
6610 County Road 60
P.O. Box 1000
St.Joe, Indiana 46785
(260) 337-1800 Fax: (260) 337-1801
email: sales@vulcraft-in.com
ISO9001 Certified
ISO 14001 Certified
Joists &Deck
NEBRASKA
1601 West Omaha Avenue
Norfolk, Nebraska 68701
P.O. Box 59
Norfolk, Nebraska 68702
(402) 644-8500 Fax: (402) 644-8528
email: sales@vulcraft-ne.com
ISO9001 Certified
ISO 14001 Certified
Joists &Deck
NEW YORK
5362 Railroad Street
P.O. Box 280
Chemung, New York 14825
(607) 529-9000 Fax: (607) 529-9001
email: sales@vulcraft-ny.com
ISO9001 Certified
ISO 14001 Certified
Joists &Deck
2
SOUTH CAROLINA
1501 West Darlington Street
P.O. Box 100520
Florence, South Carolina 29501
(843) 662-0381 Fax: (843) 662-3132
email: sales@vulcraft-sc.com
ISO9001 Certified
ISO 14001 Certified
Joists &Deck
TEXAS
175 County Road 2345
P.O. Box 186
Grapeland, Texas 75844
(936) 687-4665 Fax: (936) 687-4290
email: sales@vulcraft-tx.com
ISO9001 Certified
ISO 14001 Certified
Joists &Deck
UTAH
1875 West Highway 13 South
P.O. Box 637
Brigham City, Utah 84302
(435) 734-9433 Fax: (435) 723-5423
email: sales@vulcraft-ut.com
ISO9001 Certified
ISO 14001 Certified
Joists
3
A WORD ABOUT QUALITY
In manufacturing steel joists, there can be no compromise on quality. Your business depends on it. Our reputation
and success depends on it. As the largest manufacturer of steel joists and joists girders in the United States, a lot
of buildings and a lot of people depend on Vulcraft for consistently high standards of quality that are demonstrated
in reliable performance.
In the manufacturing of steel joists and joist girders, Vulcraft uses high quality steel. Welding to exact specifications
is the key to making structurally sound joists and the most critical step in the entire process. This being the
case, all Vulcraft welders are qualified to American Welding Society standards. All welds are in accordance with the
Steel Joist Institutes welding criteria and all Vulcraft joists are manufactured to meet the specified design loads of
the specifying professional.
To further insure the precision and quality of every weld, every Vulcraft quality assurance inspector is also certified to
these same high standards. Furthermore Vulcrafts quality assurance supervisors report directly to the engineering
manager. Vulcraft also employs an ongoing program of mechanical testing that includes full scale load tests at
every facility.
As the leading manufacturer of steel joists and joist girders in the United States, Vulcrafts reputation depends on
successfully managed quality control programs. Thats why quality is important at Vulcraft. You have our word on it.
NOTICE
Vulcraft, a Division of Nucor Corporation, has provided this catalog for use by engineers and architects in designing
and using Vulcraft open web joists and open web girders. It includes all products available at the time of printing.
Vulcraft reserves the right to change, revise or withdraw any products or procedures without notice.
The information presented in this catalog has been prepared in accordance with recognized engineering principles
and is for general information only. While it is believed to be accurate, this information should not be used or relied
upon for any specific application without competent professional examination and verification of its accuracy,
suitability and applicability by an engineer, architect or other licensed professional.
Vulcraft is a manufacturer of open web steel joists, joist girders, floor deck and roof deck. Vulcraft employs a staff of
engineers for the design, manufacture and marketing of its products. Vulcraft does not accept the responsibility as
the design professional of record for any structure. Vulcraft accepts the delegation of the engineering responsibility
only for the products it manufactures, provided the application and applicable loading for these products are
specified by the design professional of record. Vulcraft provides engineering for the design of its products and
does not displace the need on any project for a design professional of record.
4
JOIST DESIGN COMMENTARY
FLOOR VIBRATION
Floor vibration occurs, in varying degrees, in all types of building construction. Unlike steady state vibration, which can be isolated, vibration due to
human impact is inconsistent in amplitude and frequency and therefore, more difficult to control.
The Steel Joist Institute and Nucor Research and Development have studied this phenomenon for many years. Laboratory research has been
performed and numerous buildings, exhibiting both good and bad characteristics, were tested using seismic recording instruments. AISC / CISC
Steel Design Guide 11 (1997) discusses in detail methods for calculating vibrational properties for joist supported floors.
The vast majority of structures, including those utilizing steel joists, do not exhibit floor vibrations severe enough to be considered objectionable.
However, human sensitivity to vibratory motion varies, and a satisfactory framing solution is dependent upon the sound judgment of qualified
structural engineers.
DEFINITIONS
Floor vibration is measured in terms of acceleration amplitude, displacement amplitude, and frequency. These factors are not objectionable to all
people at the same level since human sensitivity varies.
Acceleration amplitude is the maximum acceleration caused by a force excitation.
Displacement amplitude is the magnitude or total distance traveled by each oscillation of the vibration.
Frequency is the speed of the oscillations and is expressed in cycles per second or Hz.
Acceleration is the only vibration factor which humans can sense.
Damping is the rate of decay of amplitude.
The following observations, which were determined from research data to be beneficial in reducing vibration levels, are recommended only as a guide.
OPEN FLOOR AREAS are most subject to vibrational problems. Modern electronic offices tend to have lower live loading and damping, and hence
can potentially be more prone to floor vibration. Partitions, file cabinets, book stacks, heavy furnishings and even crowds of people provide additional
damping and minimize complaints.
THICKER FLOOR SLABS are an economical solution to floor vibration. Additional thickness increases floor system stiffness transverse to the joists,
thus reducing the vibration. The additional mass of the system will reduce the objectionable vibration.
WIDER JOIST SPACINGS improve vibrational characteristics only when combined with thicker floor slabs. The resulting increase in joist size does
not contribute significantly to the composite section. When used with a thicker slab, greater resistance to vibration can be achieved, and, since fewer
pieces must be installed, may be more economical.
PARTITIONS introduce damping and usually eliminate vibration problems. They will be effective either above or below a floor as long as they are
connected to the floor. Partitions below a joist supported floor ideally should be in direct contact with the steel deck. If partitions below a joist
supported floor are in direct contact with the joists, the joist bottom chord and webs must be designed for such intermediate support conditions.
Consideration should be given to potential changes in occupancy of a floor over the expected life expectancy of the building. Going from a paper
office to an electronic office along with removal of partitions can cause unexpected vibration problems.
SUPPORT FRAMING BEAMS sometimes contribute to floor vibration. The natural frequency and amplitude for both the joist and supporting joist
girders or hot-rolled girders need to be calculated. In this manner the resulting system acceleration or displacement and frequency can be determined
from which the performance of the system can be predicted.
INCREASING JOIST STIFFNESS above that which is required by live load deflection may be beneficial. A higher frequency floor is generally a better
floor for most applications. Increasing the stiffness of the steel joists themselves results in increasing the frequency and slightly decreasing the
acceleration or displacement of the floor vibration.
BRIDGING of all standard types provide equal floor vibrational characteristics.
LONGER FLOOR SPANS have many advantages over shorter spans, both in construction cost and in vibrational response. Floor spans over 40 feet
with a 2-1/2 thick concrete slab give a vibrational frequency in the 3 - 5 cycles per second range. There are many long spanning joist supported
floors that perform satisfactorily. A careful evaluation should be made by the specifying professional determining predicted floor vibration properties.
PC-based software to evaluate vibration of joist supported floor systems is available from the
STEEL JOIST INSTITUTE And STRUCTURAL ENGINEERS, INC.
234 W. Cheves Street 537 Wisteria Drive
Florence, SC 29501 Radford, VA 24141
phone (843) 407-4091 phone (540) 731-3330
CONCLUSIONS:
Partitions usually eliminate vibration problems. When a floor area cannot have partitions, increasing the joist stiffness and/or increasing the slab
thickness are the most economical and effective ways to reduce objectionable vibrations.
For more information refer to Steel Joist Institute Technical Digest No. 5 Vibration of Steel Joist-Concrete Slab Floors, and the AISC / CISC Steel Design Guide 11 Floor Vibrations Due to Human Activity.
5
JOIST DESIGN COMMENTARY
6
JOIST DESIGN COMMENTARY
CONCENTRATED LOADS AT JOIST CHORDS
CONCENTRATED LOADS AT JOIST CHORDS
CL PANEL POINT
FIELD INSTALLED
CLPOINT LOAD
MEMBER BRACE, EACH SIDE
NOT BY JOIST MANUFACTURER
For nominal concentrated loads between panel points, which have been accounted for in the
specified uniform design loads, a strut to transfer the load to a panel point on the opposite
chord shall not be required, provided the sum of the concentrated loads within a chord panel
does not exceed 100 pounds and the attachments are concentric to the chord.
Although standard K-Series, including KCS-Series, and standard LH-Series joists are designed
specifically to support uniformly distributed loads applied to the top chord, research conducted
by the Steel Joist Institute, using second-order inelastic analysis, has demonstrated that the
localized accumulation of uniform design loads of up to 100 pounds within any top or bottom
chord panel has a negligible effect on the overall performance of the joist, provided that the load
is applied to both chord angles in a manner which does not induce torsion on the chords.
Concentrated loads in excess of 100 pounds or which do not meet the criteria outlined above
must be applied at joist panel points or field strut members must be utilized as shown in the
detail above.
Joist manufacturers can provide a specially designed joist with the capability to take point loads
without the added members if this requirement and the exact location and magnitude of the
loads are shown on the contract drawings. Also, the manufacturer can consider the worst case
for 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 the top or bottom chord, and at any panel point, or at any point with the local bending
effects considered. For additional information see SJI Code of Standard Practice, Section 2.3
Specifying Design Loads.
7
JOIST DESIGN COMMENTARY
IJ = 26.767 (W) (L3) (10-6) ASD, US Customary Units with W in plf and L = Span 0.33 in feet
IJ = 2.6953 (W) (L3) (10-5) ASD, Metric Units with W in kN/m and L = Span -102 in mm
The equations shown above provide an approximate gross moment of inertia, not including the
effects of shear deformation. An open web steel joist can be expected to have approximately
15 percent more deformation than a solid web member. When a conventional beam formula is
used to calculate joist deflection, a factor of 1.15 should be applied to account for the web shear
deformation.
Example:
IJ = 26.767 (W) (L3) (10-6) where W = RED figure in the Load Table
and L = (Span - 0.33) in feet.
(1.15)(5WL4/384EI)
Verify the RED number represents the joist loading that produces L/360
deflection
The 15 percent approximation also applies to the deflection equations when using the Joist
Girder moment of Inertia equations.
For a Load/Load LH-Series joist type, the Weight Table includes an estimated moment of inertia
value, so an equation is not needed for approximation.
8
JOIST DESIGN COMMENTARY
Welded Anchorage
The strength of the joist bearing seat for an uplift loading combination is a function of both the
joist seat thickness and length of the end anchorage welds. The minimum end anchorage welds
from the SJI Specifications may not develop the full capacity of the joist seat assembly for the
specified uplift resistance. Where appropriate, a longer end anchorage weld length aids the
joist manufacturer in providing an economical design of the joist bearing seat. The joist
manufacturer will provide a seat of sufficient thickness and strength to resist the specified uplift
end reaction.
To aid in the design and efficiency of the joist bearing seat, it is suggested that the minimum
weld lengths of the Specification be increased by one inch whenever there is a net uplift load
case, and there is sufficient bearing length to place the longer weld.
For a K-Series joist, the minimum weld size and length is (2) 1/8 x 2 long, and the minimum
required bearing length (on steel) is 2-1/2. Where uplift is present and the bearing length is at
least 3, specifying a one inch longer anchorage weld, (2) 1/8 x 3, will allow the joist
manufacturer to engage more of the seat length for uplift resistance and provide a more
economical seat design. For an LH/DLH-Series joist, SJI recommends the same as K-Series,
to increase the weld length by 1. The minimum bearing lengths for LH/DLH- joists are such that
there should be sufficient bearing length for the longer weld. Table 1 below demonstrates these
suggestions.
TABLE 1
9
JOIST DESIGN COMMENTARY
Bolted Anchorage
Typically, joists and Joist Girders with bolted end anchorage also require a final connection by
welding in order to provide lateral stability to the supporting member. However, only the bolts
are relied on to provide uplift anchorage. The bolt type and diameter designated by the
specifying professional shall provide sufficient tensile strength to resist the specified uplift end
reaction. Higher strength bolts than the minimums required by the SJI Specification may be
required.
If the bearing seats are detailed for a bolted connection, bolts shall be installed. If the bolts are
not installed, an equivalent welded connection may be permitted by the specifying
professional, provided the weld is deposited in the slot on the side farthest from the edge of the
seat. Additional weld required to meet that specified for the welded connection shall be placed
at a location on the seat away from the outer edge of the slot as shown in Figure 1.
________________________________
Figure 1
13
10
JOIST DESIGN COMMENTARY
2011 RECYCLED CONTENT OF NUCOR STEEL PRODUCTS FOR THE L.E.E.D. PROGRAM
Nucor Corporation is the nations largest recycler, using almost 19 million tons of scrap steel in 2011 to
create new products. Nucor uses Electric Arc Furnace (EAF) technology at all of its steel producing facilities.
EAFs use post-consumer scrap steel material as the major feedstock, unlike blast furnace operations that
use mined iron ore as the major feedstock. Nucor has prepared the following information to help calculate
the recycled content for products being used with Green Building applications or for projects in the LEED
program. These percentages are approximate and based on the total weight of the products. The calculations
are based on 2011 scrap steel delivered and finished materials produced and are defined in accordance with
ISO 14021:1999. More specific product information may be available from facility representatives.
RECYCLED CONTENT - LEED Version 2.2 Credit 4.1 & 4.2 and LEED V 3 Credit 4
REGIONAL MATERIALS - LEED Version 2.2 Credit 5.1 & 5.2 and LEED Version 3 Credit 5
Nucor tracks the origin of all scrap shipments to our mills. Nucor can approximate the amount of scrap extracted from any
project site region. Nucor owns steel and steel products manufacturing facilities throughout the US that are offen within 500
miles of the project site. Please refer to the LEED Contact List (www.nucor.com/responsibility/environment/leed, then click on
Nucor Regional Material Contacts), and contact the specific Nucor representative at the facility directly.
BAR MILL GROUP - Darlington, SC; Norfolk, NE; Jewett, TX; Plymouth, UT; Auburn, NY; Birmingham, AL;
Kankakee, IL; Jackson, MS; Seattle, WA; Marion, OH; Memphis, TH; Kingman, AZ
The Nucor Bar Mill Group produces rebar, angles, flats, rounds and other miscellaneous shapes.The bar mill group uses
recycled scrap steel for over 97.7% of the feedstock.
11
JOIST DESIGN COMMENTARY
SHEET MILL GROUP - Crawfordsville, IN; Hickman, AR; Huger, SC; Decatur, AL
2011 Approximate Recycled Steel Content of all Nucor Sheet Mill Group Products(*)
Total Pre-consumer/
Facility Total Scrap Total Alloys and Total Post-consumer
Post-industrial
Steel Use Other Iron Units Recycled Content
Recycled Content
Crawfordsville, IN 83.9% 16.1% 69.6% 14.3%
Nucor Castrip
94.0% 6.0% 78.4% 16.0%
Crawfordsville, IN
Hickman, AR 73.7% 26.3% 61.1% 12.5%
Berkeley, SC 62.2% 37.8% 51.6% 10.6%
Decatur, AL 68.3% 31.7% 56.7% 11.6%
The Nucor Sheet Mill Group produces hot band, cold rolled, pickled and galvanized products. Nucor Sheet mills use varying
amounts of recycled materials depending on metallurgical product demands and market conditions. The combined sheet mill
total recycled content is approximately 72.0%.
Nucor Beam mills produce narrow and wide flange structural beams. Nucor Yamato uses approximately 99.2% scrap steel for
their feedstock. Nucor Castrip Arkansas, LLC uses steel melted at Nucor Yamato and products would be equivalent. Nucor
Steel Berkeley uses a higher percentage of non-scrap iron due to metallurgical product demands for sheet steel produced
using the same EAFs. The combined beam mill recycled content is approximately 80.1%.
(*) Studies show that the recycled steel used for Nucor products consists of approximately 83% post-consumer scrap. The remaining 17% typi-
cally consists of pre-consumer scrap generated by manufacturing processes.
12
JOIST DESIGN COMMENTARY
VULCRAFT GROUP - Florence, SC; Norfolk, NE; Brigham City, UT; Grapeland, TX; St. Joe, IN; Fort Payne, AL;
Chemung, NY; Verco Decking, Inc. Phoenix, AZ; Fontana, CA; Antioch, CA
JOISTS - The bar steel for Vulcraft joists is obtained from one of the eleven Nucor bar mills. That would mean that the average
recycled content percentage for the Vulcraft group is 99.7%. The post consumer and pre consumer recycled content have
been calculated to be approximately 81.1% and 16.6% respectively.
DECK Steel for decking produced by Vulcraft facilities are typically obtained from one of the four Nucor sheet mills. That would
mean that the Vulcraft deck products contain approximately 72.0% recycled steel. The post consumer and pre consumer
recycled content have been calculated to be approximately 59.8% and 12.2% respectively. Verco Decking, Inc. may obtain
steel from sources outside of Nucor that may contain lower amounts of recycled content; specific product information
regarding Verco Decking, Inc. is available from facility representatives.
PRODUCTS GROUP
Nucor Building Group
Nucor Building Systems Swansea, SC; Waterloo, IN; Terrell, TX; Brigham City, UT
American Buildings Company Eufaula, AL; La Crosse, VA; Carson City, NV; El Paso, IL
Kirby Building Systems Portland, TN
Gulf States Manufacturer Starkville, MS
CBC Steel St. Joe, IN
Nucor Fastener St. Joe, IN
Nucor Wire Products Pennsylvania New Salem, PA; Nucor Steel Connecticut Wallingford, CT;
LMP Steel Maryville, MO
Nucor Cold Finish Milwaukee, WI; Darlington, SC; Brigham City, UT; Norfolk, NE
Nucor Steel Kingman, LLC
Nucor Building Group (Including American Buildings Company, Kirby Building Systems, Gulf States Manufacturer and CBC
Steel) Nucor Building Group products may contain steel from all of the Nucor steel mills or obtain steel from outside of Nucor
Corporation for their sheet, plate, bar and beam steel needs. The Nucor Building Systems, when using Nucor steel, contains an
average of 89.5% total recycled content. The post and pre consumer recycled content was 74.3% and 15.2% respectively.
Nucor Fastener Steel for Nucor fasteners is typically obtained from Nucor bar mills that use scrap steel as their feedstock. Some
fasteners may contain high percentages of alloys that may reduce the total recycled content of the products, but Nucor Fastener
products typically contain 97.7% recycled materials. That would mean that the post and pre consumer recycled content would
be approximately 81.1% and 16.6% respectively.
Nucor Wire Products Pennsylvania, Nucor Connecticut, LMP Steel Steel for wire is typically obtained from a Nucor bar mill
that uses scrap as the feedstock. Nucor wire products, when using Nucor bar steel, would contain an average 97.7% recycled
steel. The post and ore consumer recycled content was calculated to be approximately 81.1% and 16.6% respectively.
Nucor Cold Finish Steel processed at Nucor Cold Finish is typically obtained from Nucor bar mills. The Nucor Cold Finish, when
using Nucor steel, would contain an average amount of 97.7% recycled steel. The post and pre consumer recycled content was
calculated to be approximately 81.1% and 16.6% respectively.
Nucor Steel Kingman, LLC Steel for Nucor Steel Kingman, LLC products is typically obtained from Nucor bar mills that use
scrap steel as their feedstock. Nucor Steel Kingman, LLC products would then typically contain 97.7% recycled materials. That
would mean that the post and pre consumer recycled content would be approximately 81.1% and 16.1% respectively.
Additional information regarding specific recycled content of Nucor Corporation Products Group for a customers specific order is
available from facility representatives.
Additional information is available online through the Steel Recycling Institute at http://www.recycle-steel.org.
13
NOTES
14
VULCRAFT K SERIES/GENERAL INFORMATION
ECONOMICAL HIGH STRENGTH DESIGN - Vulcraft K Series open web steel joists are designed in accordance with
specifications of the Steel Joist Institute.
ACCESSORIES see page 63.
FOR TOP CHORD EXTENSIONS AND EXTENDED ENDS see page 60.
SJI SPANS TO 60-0
PAINT - Vulcraft joists receive a shop-coat of rust inhibitive primer whose performance characteristics conform to those of the
Steel Joist Institute specifications 3.3.
SPECIFICATIONS see page 16.
TABLE 2.7-1a
K-SERIES JOISTS
MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGING
BRIDGING MATERIAL SIZE**
Equal Leg Angles
JOIST Bridging 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
SECTION Force (25 x 3 mm) (32 x 3 mm) (38 x 3 mm) (45 x 3 mm) (52 x 3 mm) (64 x 4 mm)
NUMBER* Pbr r = 0.20 r = 0.25 r = 0.30 r = 0.35 r = 0.40 r = 0.50
(5.08 mm) (6.35 mm) (7.62 mm) (8.89 mm) (10.16 mm) (12.70 mm)
lbs (N) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm)
340 5- 0 6- 3 7- 6 8- 7 10- 0 12- 6
1 to 8, incl.
(1512) (1524) (1905) (2286) (2616) (3048) (3810)
450 4- 4 6- 1 7- 6 8- 7 10- 0 12- 6
9 to 10, incl.
(2002) (1321) (1854) (2286) (2616) (3048) (3810)
560 3- 11 5- 6 7- 3 8- 7 10- 0 12- 6
11 to 12, incl.
(2491) (1194) (1676) (2210) (2616) (3048) (3810)
*Refer to last digit(s) of Joist Designation
**Connection to joist shall resist a nominal unfactored 700 pound force (3114 N)
15
CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
TABLE 2.7-2
16
American National Standard SJI-K-2010
STANDARD SPECIFICATION
FOR OPEN WEB STEEL JOISTS, K-SERIES
Adopted by the Steel Joist Institute November 4, 1985
Revised to May 18, 2010, Effective December 31, 2010
SECTION 1.
SCOPE AND DEFINITIONS
1.1 SCOPE
The Standard Specification for Open Web Steel Joists, K-Series, hereafter referred to as the Specification, covers the
design, manufacture, application, and erection stability and handling of Open Web Steel Joists K-Series in buildings or
other structures, where other structures are defined as those structures designed, manufactured, and erected in a manner
similar to buildings. K-Series joists shall be designed using Allowable Stress Design (ASD) or Load and Resistance
Factor Design (LRFD) in accordance with this Specification. Steel joists shall be erected in accordance with the
Occupational Safety and Health Administration (OSHA), U.S. Department of Labor, Code of Federal Regulations 29CFR
Part 1926 Safety Standards for Steel Erection, Section 1926.757 Open Web Steel Joists. The KCS joists; Joist
Substitutes, K-Series; and Top Chord Extensions and Extended Ends, K-Series are included as part of this Specification.
1.2 DEFINITION
The term "Open Web Steel Joists K-Series, 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, suitable
for the direct support of floors and roof slabs or deck.
The K-Series Joists have been standardized in depths from 10 inches (254 mm) through 30 inches (762 mm), for spans
up through 60 feet (18288 mm). The maximum total safe uniformly distributed load-carrying capacity of a K-Series Joist is
550 plf (8.02 kN/m) in ASD or 825 plf (12.03 kN/m) in LRFD.
The K-Series standard joist designations are determined by their nominal depth, followed by the letter K, and then by
the chord size designation assigned. The chord size designations range from 01 to 12. Therefore, as a performance
based specification, the K-Series standard joist designations listed in the following Standard Load Tables shall support the
uniformly distributed loads as provided in the appropriate tables:
Standard LRFD Load Table Open Web Steel Joists, K-Series U.S. Customary Units
Standard ASD Load Table Open Web Steel Joists, K-Series U.S. Customary Units
Two standard types of K-Series Joists are designed and manufactured. These types are underslung (top chord bearing)
or square-ended (bottom chord bearing), with parallel chords.
22
17
American National Standard SJI-K-2010
A KCS Joist shall be designed in accordance with this Specification based on an envelope of moment and shear capacity,
rather than uniform load capacity, to support uniform plus concentrated loads or other non-uniform loads. The KCS Joists
have been standardized in depths from 10 inches (254 mm) through 30 inches (762 mm), for spans up through 60 feet
(18288 mm). The maximum total safe uniformly distributed load-carrying capacity of a KCS Joist is 550 plf (8.02 kN/m) in
ASD or 825 plf (12.03 kN/m) in LRFD.
The KCS Joists standard designations are determined by their nominal depth, followed by the letters KCS, and then by
the chord size designation assigned. The chord size designations range from 1 to 5. Therefore, as a performance based
specification, the KCS Joists standard designations listed in the following Standard Load Tables shall provide the moment
capacity and shear capacity as listed in the appropriate tables:
Standard LRFD Load Table for KCS Open Web Steel Joists U.S. Customary Units
Standard ASD Load Table for KCS Open Web Steel Joists U.S. Customary Units
A Joist Substitute, K-Series, shall be designed in accordance with this Specification to support uniform loads when the
span is less than 10 feet (3048 mm) where an open web configuration becomes impractical. The Joist Substitutes, K-
Series have been standardized as 2.5 inch (64 mm) deep sections for spans up through 10-0 (3048 mm). The maximum
total safe uniformly distributed load-carrying capacity of a Joist Substitute is 550 plf (8.02 kN/m) in ASD or 825 plf (12.03
kN/m) in LRFD.
The Joist Substitutes, K-Series standard designations are determined by their nominal depth, i.e. 2.5, followed by the
letter K and then by the chord size designation assigned. The chord size designations range from 1 to 3. Therefore, as
a performance based specification, the Joist Substitutes, K-Series standard designations listed in the following Load
Tables shall support the uniformly distributed loads as provided in the appropriate tables:
LRFD Simple Span Load Table for 2.5 Inch K-Series Joist Substitutes U.S. Customary Units
ASD Simple Span Load Table for 2.5 Inch K-Series Joist Substitutes U.S. Customary Units
LRFD Outriggers Load Table for 2.5 Inch KSeries Joist Substitutes U.S. Customary Units
ASD Outriggers Load Table for 2.5 Inch KSeries Joist Substitutes U.S. Customary Units
LRFD Outriggers Load Table for 64 mm K-Series Joist Substitutes S.I. Units
ASD Outriggers Load Table for 64 mm K-Series Joist Substitutes S.I. Units
A Top Chord Extension or Extended End, K-Series, shall be a joist accessory that shall be designed in accordance with
this Specification to support uniform loads when one or both ends of an underslung joist needs to be cantilevered beyond
its bearing seat. The Top Chord Extensions and Extended Ends, K-Series have been standardized as an S Type (top
chord angles extended only) and an R Type (top chord and bearing seat angles extended), respectively. The maximum
total safe uniformly distributed load-carrying capacity of either an R or S Type extension is 550 plf (8.02 kN/m) in ASD
or 825 plf (12.03 kN/m) in LRFD.
Standard designations for the S Type range from S1 to S12 for spans from 0-6 to 4-6 (152 to 1372 mm). Standard
designations for the R Type range from R1 to R12 for spans from 0-6 to 6-0 (152 to 1829 mm). Therefore, as a
performance based specification, the S Type Top Chord Extensions and R Type Extended Ends listed in the following
Standard Load Tables shall support the uniformly distributed loads as provided in the appropriate tables:
LRFD Top Chord Extension Load Table (S Type) U.S. Customary Units
ASD Top Chord Extension Load Table (S Type) U.S. Customary Units
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American National Standard SJI-K-2010
LRFD Top Chord Extension Load Table (R Type) U.S. Customary Units
ASD Top Chord Extension Load Table (R Type) U.S. Customary Units
The design drawings and specifications shall meet the requirements in the Code of Standard Practice for Steel Joists and
Joist Girders, except for deviations specifically identified in the design drawings and/or specifications.
SECTION 2.
REFERENCED
SPECIFICATIONS, CODES
AND STANDARDS
2.1 REFERENCES
American Institute of Steel Construction, Inc. (AISC)
ANSI/AISC 360-10 Specification for Structural Steel Buildings
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American National Standard SJI-K-2010
ASTM A572/A572M-07, Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel
ASTM A588/A588M-05, Standard Specification for High-Strength Low-Alloy Structural Steel, up to 50 ksi [345 MPa]
Minimum Yield Point, with Atmoshperic Corrosion Resistance
ASTM A606/A606M-09, Standard Specification for Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and
Cold-Rolled, with Improved Atmospheric Corrosion Resistance
ASTM A992/A992M-06a, Standard Specification for Structural Steel Shapes
ASTM A1008/A1008M-09, Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength
Low-Alloy and High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardenable
ASTM A1011/A1011M-09a, Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-
Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength
The following are non-ANSI Standards documents and as such, are provided solely as sources of commentary or
additional information related to topics in this Specification.
Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926 Safety
Standards for Steel Erection; Final Rule, 1926.757 Open Web Steel Joists - January 18, 2001, Washington, D.C.
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American National Standard SJI-K-2010
Steel Structures Painting Council (SSPC) (2000), Steel Structures Painting Manual, Volume 2, Systems and
Specifications, Paint Specification No. 15, Steel Joist Shop Primer, May 1, 1999, Pittsburgh, PA.
SECTION 3.
MATERIALS
3.1 STEEL
The steel used in the manufacture of K-Series Joists shall conform to one of the following ASTM Specifications:
Carbon Structural Steel, ASTM A36/A36M.
High-Strength Low-Alloy Structural Steel, ASTM A242/A242M.
Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes, ASTM A500/A500M.
High-Strength Carbon-Manganese Steel of Structural Quality, ASTM A529/A529M.
High-Strength Low-Alloy Columbium-Vanadium Structural Steel, ASTM A572/A572M.
High-Strength Low-Alloy Structural Steel up to 50 ksi [345 MPa] Minimum Yield Point with Atmospheric Corrosion
Resistance, ASTM A588/A588M.
Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric
Corrosion Resistance, ASTM A606/A606M.
Structural Steel Shapes, ASTM A992/A992M.
Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved
Formability, Solution Hardened, and Bake Hardenable, ASTM A1008/A1008M.
Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with
Improved Formability, and Ultra High Strength, 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.
Steel used for K-Series Joists shall have a minimum yield strength determined in accordance with one of the procedures
specified in this section, 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.
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 of which conform to the requirements of
one of the listed specifications, the test specimens and procedures shall conform to those of such specifications and to
ASTM A370.
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American National Standard SJI-K-2010
In the case of material, the mechanical properties of 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 millimeters) for sheet and strip, or (b) 18 percent in 8 inches (203 millimeters) for plates,
shapes and bars with adjustments for thickness for plates, shapes and bars as prescribed in ASTM A36/A36M,
A242/A242M, A500/A500M, A529/A529M, A572/A572M, A588/A588M, A992/A992M 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/A606M,
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 North American Specifications for the Design of Cold-Formed Steel Structural
Members. They shall also indicate compliance with these provisions and with the following additional requirements:
a) The yield strength calculated from the test data 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 8 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.
3.3 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.
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.
SECTION 4.
DESIGN AND MANUFACTURE
4.1 METHOD
Joists shall be designed in accordance with this specification as simply-supported, 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) Where the steel used consists of hot-rolled shapes, bars or plates use the American Institute of Steel Construction,
Specification for Structural Steel Buildings.
b) For members which are cold-formed from sheet or strip steel, use the American Iron and Steel Institute, North
American Specification for the Design of Cold-Formed Steel Structural Members.
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American National Standard SJI-K-2010
Design Basis:
Steel joist designs shall be in accordance with the provisions in this Standard Specification using Load and Resistance
Factor Design (LRFD) or Allowable Strength Design (ASD) as specified by the specifying professional for the project.
The load combinations shall be specified by the specifying professional on the contract drawings in accordance with the
applicable building code or, in the absence of a building code, the load combinations shall be those stipulated in
SEI/ASCE 7. For LRFD designs, the load combinations in SEI/ASCE 7, Section 2.3 apply. For ASD designs, the load
combinations in SEI/ASCE 7, Section 2.4 apply.
Joists shall have their components so proportioned that the required stresses, fu, shall not exceed Fn where
Joists shall have their components so proportioned that the required stresses, f, shall not exceed Fn / where
Stresses:
For Chords: The calculation of design or allowable stress shall be based on a yield strength, Fy, of the material used in
manufacturing equal to 50 ksi (345 MPa).
For all other joist elements: The calculation of design or allowable stress shall be based on a yield strength, Fy, of the
material used in manufacturing, but shall not be less than 36 ksi (250 MPa) or greater than 50 ksi (345 MPa).
Note: Yield strengths greater than 50 ksi shall not be used for the design of any joist members.
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American National Standard SJI-K-2010
QFy
Fe
Fcr = Q 0.658 F (4.2-5)
y
2 E (4.2-7)
Fe = 2
k
r
In the above equations, is taken as the distance in inches (millimeters) between panel points for the chord members
and the appropriate length for a compression or tension web member, 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).
For hot-rolled sections and cold formed angles, Q is the full reduction factor for slender compression members as
defined in the AISC Specification for Structural Steel Buildings except that when the first primary compression web
member is a crimped-end angle member, whether hot-rolled or cold formed:.
Q = [5.25/(w/t)] + t 1.0 (4.2-8)
or,
For all other cold-formed sections the method of calculating the nominal compression strength is given in the AISI,
North American Specification for the Design of Cold-Formed Steel Structural Members.
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American National Standard SJI-K-2010
LRFD: w = 0.75
Design Shear Strength = Rn = wFnw A = 0.45Fexx Aw (4.2-17)
ASD: w = 2.0
Allowable Shear Strength = Rn/w = FnwA/w = 0.3Fexx Aw (4.2-18)
Made with E70 series electrodes or F7XX-EXXX flux-electrode combinations Fexx = 70 ksi (483 MPa)
Made with E60 series electrodes or F6XX-EXXX flux-electrode combinations Fexx = 60 ksi (414 MPa)
For flare bevel groove welds, the effective weld area is based on a weld throat width, T, where:
T (inches) = 0.12D + 0.11 (4.2-19)
Where: D = web diameter, inches
or,
T (mm) = 0.12D + 2.8 (4.2-20)
Where: D = web diameter, mm
For plug/slot welds, Aw = cross-sectional area of the hole or slot in the plane of the faying surface provided that
the hole or slot meets the requirements of the American Institute of Steel Construction Specification for
Structural Steel Buildings (and as described in SJI Technical Digest No. 8, Welding of Open-Web Steel Joists
and Joist Girders).
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American National Standard SJI-K-2010
Strength of resistance welds and complete-joint-penetration groove or butt welds in tension or compression (only
when the stress is normal to the weld axis) is equal to the base metal strength:
t = c = 0.90 (LRFD) t = c = 1.67 (ASD)
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 4.3-1, Parts A.
The effective slenderness ratio, k/r to be used in calculating the nominal stresses, Fcr and Fe, is the largest value as
determined from Table 4.3-1, 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 used in Table 4.3-1 are defined as follows:
= length center-to-center of panel points, except = 36 inches (914 millimeters) for calculating /ry of top
chord member, in. (mm) or the appropriate length for a compression or tension web member, in. (mm).
s = maximum length center-to-center between panel point and filler (tie), or between adjacent fillers (ties),
in. (mm).
rx = member radius of gyration in the plane of the joist, in. (mm).
ry = member radius of gyration out of the plane of the joist, in. (mm).
rz = least radius of gyration of a member component, in. (mm).
Compression web members are those web members subject to compressive axial loads under gravity loading.
Tension web members are those web members subject to tension axial loads under gravity loading, and which may be
subject to compressive axial loads under alternate loading conditions, such as net uplift.
For top chords, the end panel(s) are the panels between the bearing seat and the first primary interior panel point
comprised of at least two intersecting web members.
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American National Standard SJI-K-2010
TABLE 4.3-1
MAXIMUM AND EFFECTIVE SLENDERNESS RATIOS
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American National Standard SJI-K-2010
4.4 MEMBERS
(a) Chords
The radius of gyration of the top chord about its vertical axis shall not be less than:
d , in.
ry br 124 + 0.67 d j + 28 j (4.4-1a)
L
d
ry br , mm
124 + 0.026 d j + 0.34 j
(4.4-1b)
L
or,
ry br 170 (4.4-2)
Where:
dj is the steel joist depth, in. (mm)
L is the design length for the joist, ft. (m)
ry is the out-of-plane radius of gyration of the top chord, in. (mm)
br 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.
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:
For LRFD:
at the panel point:
fau + fbu 0.9 Fy (4.4-3)
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American National Standard SJI-K-2010
fau
for, < 0.2 ,
c Fcr
fau C m fbu
+ 1.0 (4.4-5)
2cFcr fau
1 Q F
cF'e b y
Fe = 2 E , ksi (MPa)
(K/rx )2
Where is the panel length, in inches (millimeters), as defined in Section 4.2(b) and rx is the radius of
gyration about the axis of bending.
For ASD:
at the panel point:
fa + fb 0.6 Fy (4.4-6)
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American National Standard SJI-K-2010
fa
for < 0.2 ,
Fa
fa C m fb
+ 1.0 (4.4-8)
2F
a 1.67f a
1 QF
F' e b
The top chord and bottom chord shall be designed such that at each joint:
Where:
fn = nominal shear stress = 0.6Fy, ksi (MPa)
ft = axial stress = P/A, ksi (MPa)
fv = shear stress = V/bt, ksi (MPa)
f vmod = modified shear stress = ( 12 )(ft2 + 4fv2 )1/ 2
b = length of vertical part(s) of cross section, in. (mm)
t = thickness of vertical part(s) of cross section, in. (mm)
It shall not be necessary to design the top chord and bottom chord for the modified shear stress when a round bar
web member is continuous through a joint. The minimum required shear Section 4.4(b) (25 percent of the end
reaction) shall not be required when evaluating Equation 4.4-9 or 4.4-10.
KCS Joist chords shall be designed for a flat positive bending moment envelope where the moment capacity is
constant at all interior panels. The top chord end panel(s) is designed for an axial load based on the force in the first
tension web resulting from the specified shear. A uniform load of 550 plf (8020 N/m) in ASD or 825 plf (12030 N/m) in
LRFD shall be used to check bending in the end panel(s).
(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 percent of the end reaction. Due consideration shall be given to the
effect of eccentricity. The effect of combined axial compression and bending shall be investigated using the
provisions of Section 4.4(a), letting Cm = 0.4 when bending due to eccentricity produces reversed curvature.
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American National Standard SJI-K-2010
Interior vertical web members used in modified Warren type web systems shall be designed to resist the gravity loads
supported by the member plus an additional axial load of of 1.0 percent of the top chord axial force.
KCS Joist web forces shall be determined based on a flat shear envelope. All webs shall be designed for a vertical
shear equal to the specified shear capacity. In addition, all webs shall be designed for 100 percent stress reversal
except for the first tension web which will remain in tension under all simple span gravity loads.
Joist extensions are defined as one of three types, top chord extensions (TCX), extended ends, or full depth
cantilevers.
Design criteria for joist extensions shall be specified using one of the following methods:
(1) A Top chord extension (TCX), extended end, or full depth cantilevered end shall be designed for the load from
the Standard Load Tables based on the design length and designation of the specified joist. In the absence of
other design information, the joist manufacturer shall design the joist extension for this loading as a default.
(2) A loading diagram shall be provided for the top chord extension, extended end, or full depth cantilevered end.
The diagram shall include the magnitude and location of the loads to be supported, as well as the appropriate
load combinations.
(3) Joist extensions shall be specified using extension designations found in the Top Chord Extension Load Table
(S Type) for TCXs or the Top Chord Extension Load Table (R Type) for extended ends.
Any deflection requirements or limits due to the accompanying loads and load combinations on the joist extension
shall be provided by the specifying professional, regardless of the method used to specify the extension. Unless
otherwise specified, the joist manufacturer shall check the extension for the specified deflection limit under uniform
live load acting simultaneously on both the joist base span and the extension.
The joist manufacturer shall consider the effects of joist extension loading on the base span of the joist. This includes
carrying the design bending moment due to the loading on the extension into the top chord end panel(s), and the
effect on the overall joist chord and web axial forces. In the case of a K-Series Standard Type R Extended End or S
TCX, the design bending moment is defined as the tabulated extension section modulus (S) multiplied by the
appropriate allowable (ASD) or design (LRFD) flexural stress.
4.5 CONNECTIONS
(a) Methods
Joist connections and splices shall be made by attaching the members to one another by arc or resistance welding or
other accredited methods.
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American National Standard SJI-K-2010
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.
(4) Weld Inspection by Outside Agencies (See Section 5.12 of this specification)
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
(1) Joint Connections - Joint connections shall develop the maximum force due to any of the design loads, but not
less than 50 percent of the strength of the member in tension or compression, whichever force is the controlling
factor in the selection of the member.
(2) Shop Splices - Shop splices shall be permitted to 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 member strength. All component parts
comprising the cross section of the chord or web member (including reinforcing plates, rods, etc.) at the point of
the splice, shall develop an ultimate tensile force of at least 1.2 times the product of the yield strength and the full
design area of the chord or web. The full design area is the minimum required area such that the required
stress will be less than the design (LRFD) or allowable (ASD) stress.
(c) Eccentricity
Members connected at a joint shall have their centroidal axes meet at a point whenever possible. Between joist ends
where the eccentricity of a web member is less than 3/4 of the over-all dimension, measured in the plane of the web,
of the largest member connected, the additional bending stress from this eccentricity shall be permitted to be
neglected in the joist design. Otherwise, due consideration shall be given to the effect of eccentricity. 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 axis of
the web member(s) forming the joint. Joist ends shall be proportioned to resist bending produced by eccentricity at
the support.
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American National Standard SJI-K-2010
4.6 CAMBER
The specifying professional shall give consideration to coordinating joist camber with adjacent framing.
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.
Each manufacturer shall, at the time of design review by the Steel Joist Institute, verify by tests that the design, in
accordance with Sections 4.1 through 4.5 of this specification, will provide the theoretical strength 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.
Each manufacturer shall, at the time of design review by the Steel Joist Institute, 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 shall be permitted to be reinforced for such tests.
Each manufacturer shall verify their 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 guarantee of the quality of any specific joists; this responsibility lies fully and solely with the individual
manufacturer.
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American National Standard SJI-K-2010
SECTION 5.
APPLICATION
5.1 USAGE
This specification 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 when necessary to limit the required stresses to
those listed in Section 4.2.
When a rigid connection of the bottom chord is to be made to a column or other structural support, the joist is then no
longer simply supported, and the system shall be investigated for continuous frame action by the specifying
professional. The magnitude and location of all loads and forces 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 structural support.
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 be furnished by other than the joist manufacturer.
*For further reference, refer to Steel Joist Institute Technical Digest 11, Design of Lateral Load Resisting
Frames Using Steel Joists and Joist Girders.
5.2 SPAN
A K-Series Joist end supported by masonry or concrete shall 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 design of the steel bearing plate and the masonry or 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 unless it is
deemed necessary to bear less than 4 inches (102 mm) over the support. Special consideration shall then be given
to the design of the steel bearing plate and the masonry or concrete by the specifying professional. K-Series Joists
shall be anchored to the steel bearing plate and shall bear a minimum of 2 1/2 inches (64 mm) on the plate.
The steel bearing plate shall be located not more than 1/2 inch (13 mm) from the face of the wall, otherwise special
consideration shall then be given to the design of the steel bearing plate and the masonry or concrete by the
specifying professional. When the specifying professional requires the joist reaction to occur at or near the
centerline of the wall or other support, then a note shall be placed on the contract drawings specifying this
requirement and the specified bearing seat depth shall be increased accordingly. If the joist reaction is to occur more
than 2 1/2 inches (64 mm) from the face of the wall or other support, the minimum seat depth shall be 2 1/2 inches (64
mm) plus a dimension equal to the distance the joist reaction is to occur beyond 2 1/2 inches (64 mm).
The steel bearing plate shall not be less than 6 inches (152 mm) wide perpendicular to the length of the joist. The
plate is to be designed by the specifying professional and shall be furnished by other than the joist manufacturer.
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American National Standard SJI-K-2010
(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 2
inches (64 millimeters) over the steel supports.
5.4 BRIDGING
Top and bottom chord bridging is required and shall consist of one or both of the following types.
(a) Horizontal
Horizontal bridging shall consist of continuous horizontal steel members. 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 (mm) between
attachments, and r is the least radius of gyration of the bridging member.
(b) Diagonal
Diagonal bridging shall consist of cross-bracing with a /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 distance in inches
(millimeters) between connections at the point of intersection of the bracing members and the connections to the
chord of the joists.
Bridging shall be properly spaced and anchored to support the decking and the employees prior to the attachment of
the deck to the top chord. The maximum spacing of lines of bridging, brmax shall be the lesser of,
d
brmax = 124 + 0.67 d j + 28 j ry , in. (5.4-1a)
L
d
brmax = 124 + 0.026 d j + 0.34 j ry , mm (5.4-1b)
L
Where:
dj is the steel joist depth, in. (mm)
L is the Joist Span length, ft. (m)
ry is the out-of-plane radius of gyration of the top chord, in. (mm)
The number of rows of top chord bridging shall not be less than as shown in Bridging Tables 5.4-1 and 5.4-2 and the
spacing shall meet the requirements of Equations 5.4-1 and 5.4-2. The number of rows of bottom chord bridging,
including bridging required per Section 5.11, shall not be less than the number of top chord rows. Rows of bottom
chord bridging are permitted to be spaced independently of rows of top chord bridging. The spacing of rows of bottom
chord bridging shall meet the slenderness requirement of Section 4.3 and any specified strength requirements.
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American National Standard SJI-K-2010
TABLE 5.4-1
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American National Standard SJI-K-2010
TABLE 5.4-2
METRIC UNITS
NUMBER OF ROWS OF TOP CHORD BRIDGING**
Refer to the K-Series Load Table and Specification Section 6 for required bolted diagonal bridging.
Distances are Joist Span lengths in mm See Definition of Span preceding Load Tables.
Section Joist One Two Three Four
Number* Depth Row Rows Rows Rows
#1 All Up thru 5182 Over 5182 thru 7925 Over 7925 thru 8534
#2 All Up thru 6401 Over 6401 thru 9144 Over 9144 thru 9754
#3 All Up thru 5486 Over 5486 thru 7925 Over 7925 thru 12192
#4 All Up thru 6096 Over 6096 thru 9144 Over 9144 thru 12497 Over 12497 thru 14630
#5 12K to 24K Up thru 6096 Over 6096 thru 9144 Over 9144 thru 12802 Over 12802 thru 14630
26K Up thru 8534 Over 8534 thru 12497 Over 12497 thru 15850
#6 14K to 24K Up thru 6096 Over 6096 thru 9449 Over 9449 thru 12802 Over 12802 thru 14630
26K & 28K Up thru 8534 Over 8534 thru 12497 Over 12497 thru 16459 Over 16459 thru 17069
#7 16K to 24K Up thru 7010 Over 7010 thru 10363 Over 10363 thru 14630
26K to 30K Up thru 8839 Over 8839 thru 13411 Over 13411 thru 18288
#8 24K Up thru 7620 Over 7620 thru 11887 Over 11887 thru 14630
26K to 30K Up thru 8839 Over 8839 thru 13411 Over 13411 thru 18288
#9 16K to 24K Up thru 6706 Over 6706 thru 10363 Over 10363 thru 14630
26K to 30K Up thru 8839 Over 8839 thru 13411 Over 13411 thru 18288
#10 18K to 24K Up thru 6706 Over 6706 thru 11582 Over 11582 thru 14630
26K to 30K Up thru 8839 Over 8839 thru 14630 Over 14630 thru 18288
#11 22K Up thru 7315 Over 7315 thru 11887 Over 11887 thru 13411
30K Up thru 10363 Over 10363 thru 14935 Over 14935 thru 18288
#12 24K Up thru 7620 Over 7620 thru 13106 Over 13106 thru 14630
26K to 30K UP thru 8839 Over 8839 thru 14326 Over 14326 thru 18288
*Last digit(s) of joist designation shown in Load Table
**See Section 5.11 for additional bridging required for uplift design.
37
American National Standard SJI-K-2010
2E
Fconstruction = 12.2 ksi (5.4-4a)
2
0.9
brmax
r
y
2E
Fconstruction = 84.1MPa (5.4-4b)
2
0.9
brmax
r
y
brmax
Where: E = Modulus of Elasticity of steel = 29,000 ksi (200,000 MPa) and is determined from
ry
Equations 5.4-1a, 5.4-1b or 5.4-2
The bridging nominal unfactored horizontal compressive forces, Pbr , are summarized in Table 5.4-3.
TABLE 5.4-3
38
American National Standard SJI-K-2010
(e) Connections
Attachments to the joist chords shall be made by welding or mechanical means and shall be capable of resisting the
nominal (unfactored) horizontal force, Pbr, of Equation 5.4-3, but not less 700 pounds (3114 N).
Where bottom chord bearing joists are utilized, a row of diagonal bridging shall be provided near the support(s). This
bridging shall be installed and anchored before the hoisting cable(s) is released.
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 joist placement plans.
The ends of all bridging lines terminating at walls or beams shall be anchored thereto.
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 2 inches (51 mm) long, or with two 1/2 inch (13 mm) ASTM - A307
bolts, 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 2 inches (51 mm) long, or with two 1/2 inch (13 mm) ASTM A307 bolts, or the equivalent. When K-
Series Joists are used to provide lateral stability to the supporting member, the final connection shall be made by
welding or as designated by the specifying professional.
(c) Uplift
Where uplift forces are a design consideration, roof joists shall be anchored to resist such forces (Refer to Section
5.11 Uplift).
Joists shall be spaced so that the loading on each joist does not exceed the design load (LRFD or ASD) for the
particular joist designation and span as shown in the applicable load tables.
(a) Material
Floor and roof decks shall be permitted to 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.
44
39
American National Standard SJI-K-2010
(b) Thickness
Cast-in-place slabs shall be not less than 2 inches (51 mm) thick.
(c) Centering
Centering for cast-in-place slabs shall be permitted to 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.
(e) Attachments
The spacing for slab or deck attachments along the joist top chord shall not exceed 36 inches (914 mm), and shall be
capable of resisting a nominal (unfactored) lateral force of not less than 300 pounds (1335 N), i.e., 100 plf (1.46
kN/m).
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).
(g) Joist With Standing Seam Roofing or Laterally Unbraced Top Chords
When the roof system does not provide lateral stability for the joists in accordance with Section 5.8 (e), (i.e. as may be
the case with standing seam roofs or extended skylights and openings) sufficient stability shall be provided to brace
the joists laterally under the full design load. The compression chord shall 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). In any case where the
attachment requirement of Section 5.8(e) is not achieved, out-of-plane strength shall be achieved by adjusting the
bridging spacing and/or increasing the compression chord area 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 in inches (millimeters). The
maximum bridging spacing shall not exceed that specified in Section 5.4(c).
Horizontal bridging members attached to the compression chords and their anchorages shall be designed for a
compressive axial force of 0.001nP + 0.004 Pn 0.0025nP, where n is the number of joists between end anchors
and P is the chord design force in kips (Newtons). The attachment force between the horizontal bridging member and
the compression chord shall be 0.01P. 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.
45
40
American National Standard SJI-K-2010
5.9 DEFLECTION
The deflection due to the design nominal 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 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
*For further reference, refer to Steel Joist Institute Technical Digest 3, Structural Design of Steel Joist Roofs to
Resist Ponding Loads and the AISC Specification for Structural Steel Buildings.
5.11 UPLIFT
Where uplift forces due to wind are a design requirement, these forces shall be indicated on the contract drawings in
terms of NET uplift in pounds per square foot (Pascals). The contract documents shall indicate if the net uplift is based
upon LRFD or ASD. When these forces are specified, they shall be considered in the design of joists and/or bridging. A
single line of bottom chord bridging shall be provided near the first bottom chord panel points whenever uplift due to
wind forces is a design consideration.
*For further reference, refer to Steel Joist Institute Technical Digest 6, Structural Design of Steel Joist
Roofs to Resist Uplift Loads.
5.12 INSPECTION
Joists shall be inspected by the manufacturer before shipment to verify 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 shall be permitted to reserve the right to do so in his "Invitation to Bid" or the
accompanying "Job Specifications".
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.
The span of a parallel chord sloped joist shall be defined by the length along the slope. Minimum depth, load-carrying
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.
46
41
American National Standard SJI-K-2010
SECTION 6.
ERECTION STABILITY AND
HANDLING*
When it is necessary for the erector to climb on the joists, extreme caution shall be exercised since unbridged joists may
exhibit some degree of instability under the erector's weight.
1) Before an employee is allowed on the steel joist: BOTH ends of joists at columns (or joists designated as column
joists) shall be attached to its supports. For all other joists a minimum of one end shall be attached before the
employee is allowed on the joist. The attachment shall be in accordance with Section 5.6 - End Anchorage.
When a bolted seat connection is used for erection purposes, as a minimum, the bolts shall 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
shall be attained by a few impacts of an impact wrench or the full effort of an employee using an ordinary spud
wrench.
2) On steel joists that do not require erection bridging as shown by the unshaded area of the Load Tables, only one
employee shall be allowed on the steel joist unless all bridging is installed and anchored.
3) Where the span of the steel joist is within the red shaded area of the Load Table, the following shall apply:
a) The row of bridging nearest the mid span of the steel joists shall be bolted diagonal erection bridging; and
b) Hoisting cables shall not be released until this bolted diagonal erection bridging is installed and anchored,
unless an alternate method of stabilizing the joist has been provided; and
c) No more than one employee shall be allowed on these spans until all other bridging is installed and anchored.
4) When permanent bridging terminus points cannot be used during erection, additional temporary bridging terminus
points are required to provide stability.
5) In the case of bottom chord bearing joists, the ends of the joist shall be restrained laterally per Section 5.4(f).
6) 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.
2) During the construction period, loads placed on the steel joists shall be distributed so as not to exceed the
capacity of the steel joists.
3) The weight of a bundle of joist bridging shall not exceed a total of 1000 pounds (454 kilograms). The bundle of
joist bridging shall be placed on a minimum of 3 steel joists that are secured at one end. The edge of the bridging
bundle shall be positioned within 1 foot (0.30 m) of the secured end.
47
42
American National Standard SJI-K-2010
4) No bundle of deck shall be placed on steel joists until all bridging has been installed and anchored and all joist
bearing ends attached, unless the following conditions are met:
a) The contractor 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;
b) The bundle of decking is placed on a minimum of 3 steel joists;
c) The joists supporting the bundle of decking are attached at both ends;
d) At least one row of bridging is installed and anchored;
e) The total weight of the decking does not exceed 4000 pounds (1816 kilograms); and
f) The edge of the decking shall be placed within 1 foot (0.30 meters) of the bearing surface of the joist end.
5) The edge of the construction load shall be placed within 1 foot (.30 meters) of the bearing surface of the joist end.
1) All field welding shall be performed in accordance with the contract documents. Field welding shall not damage
the joists.
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.
(d) Handling
Care shall be exercised at all times to avoid damage to the joists and accessories.
Steel joists shall not be used as anchorage points for a fall arrest system unless written direction to do so is obtained
(2)
from a qualified person .
*For a thorough coverage of this topic, refer to SJI Technical Digest 9, "Handling and Erection of Steel
Joists and Joist Girders."
(1)
See Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR
Part 1926 Safety Standards for Steel Erection; Final Rule, 1926.757 Open Web Steel Joists - January 18,
2001, Washington, D.C. for definition of construction load.
(2)
See Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR
Part 1926 Safety Standards for Steel Erection; Final Rule, 1926.757 Open Web Steel Joists - January 18, 2001,
Washington, D.C. for definition of qualified person.
48
43
American National Standard SJI-K-2010
DEFINITION OF SPAN
(U. S. Customary Units)
49
44
American National Standard SJI-K-2010
The BLACK figures in the Load Table give the TOTAL safe factored uniformly distributed load-carrying capacities, in
pounds per linear foot, of LRFD K-Series Steel Joists.
The approximate joist weights, in pounds per linear foot, given in the Load Table may be added to the other building
weights to determine the unfactored DEAD load. In all cases the factored DEAD load, including the joist self-weight, must
be deducted from the TOTAL load to determine the factored LIVE load. The approximate joist weights do not include
accessories.
The RED figures in the Load Table represent the unfactored uniform load, in pounds per linear foot, which will produce an
approximate joist deflection of 1/360 of the span. This load can be linearly prorated to obtain the unfactored uniform load
for supplementary deflection criteria (i.e. an unfactored uniform load which will produce a joist deflection of 1/240 of the
span may be obtained by multiplying the RED figures by 360/240). In no case shall the prorated, unfactored load exceed
the unfactored TOTAL load-carrying capacity of the joist as given in the Standard ASD Load Table for Open Web Steel
Joists, K-Series.
Where the joist span is in the RED SHADED area of the Load Table, the row of bridging nearest the mid span shall be
diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until this row
of bolted diagonal bridging is completely installed. The RED SHADED area extends up through 600.
4
The approximate gross moment of inertia (not adjusted for shear deformation), in inches , of a standard joist listed in the
Load Table may be determined as follows:
Ij = 26.767(W)(L3)(10-6), where W= RED figure in the Load Table, and
L = (span 0.33) in feet.
The TOTAL safe factored uniformly distributed load-carrying capacities, in pounds per linear foot, of LRFD K-Series Steel
Joists shall not exceed 825 plf for spans shorter than what is explicitly shown in the Load Table. The maximum prorated
unfactored RED load shall not exceed 550 plf (the TOTAL load-carrying capacity of the joist as given in the Standard ASD
Load Table for Open Web Steel Joists, K-Series).
Loads for span increments not explicitly given in the Load Table may be determined using linear interpolation between the
load values given in adjacent span columns.
For the proper handling of concentrated and/or varying loads, see Section 2.3 in the Code of Standard Practice for Steel
Joist and Joist Girders.
50
45
LRFD
STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES
Based On A 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist 10K1 12K1 12K3 12K5 14K1 14K3 14K4 14K6 16K2 16K3 16K4 16K5 16K6 16K7 16K9
Designation
Depth (in.) 10 12 12 12 14 14 14 14 16 16 16 16 16 16 16
Approx. Wt 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
(lbs./ft.)
Span (ft.)
10 825
550
11 825
542
12 825 825 825 825
455 550 550 550
13 718 825 825 825
363 510 510 510
14 618 750 825 825 825 825 825 825
289 425 463 463 550 550 550 550
15 537 651 814 825 766 825 825 825
234 344 428 434 475 507 507 507
16 469 570 714 825 672 825 825 825 825 825 825 825 825 825 825
192 282 351 396 390 467 467 467 550 550 550 550 550 550 550
17 415 504 630 825 592 742 825 825 768 825 825 825 825 825 825
159 234 291 366 324 404 443 443 488 526 526 526 526 526 526
18 369 448 561 760 528 661 795 825 684 762 825 825 825 825 825
134 197 245 317 272 339 397 408 409 456 490 490 490 490 490
19 331 402 502 681 472 592 712 825 612 682 820 825 825 825 825
113 167 207 269 230 287 336 383 347 386 452 455 455 455 455
20 298 361 453 613 426 534 642 787 552 615 739 825 825 825 825
97 142 177 230 197 246 287 347 297 330 386 426 426 426 426
21 327 409 555 385 483 582 712 499 556 670 754 822 825 825
123 153 198 170 212 248 299 255 285 333 373 405 406 406
22 298 373 505 351 439 529 648 454 505 609 687 747 825 825
106 132 172 147 184 215 259 222 247 289 323 351 385 385
23 271 340 462 321 402 483 592 415 462 556 627 682 760 825
93 116 150 128 160 188 226 194 216 252 282 307 339 363
24 249 312 423 294 367 442 543 381 424 510 576 627 697 825
81 101 132 113 141 165 199 170 189 221 248 269 298 346
25 270 339 408 501 351 390 469 529 576 642 771
100 124 145 175 150 167 195 219 238 263 311
26 249 313 376 462 324 360 433 489 532 592 711
88 110 129 156 133 148 173 194 211 233 276
27 231 289 349 427 300 334 402 453 493 549 658
79 98 115 139 119 132 155 173 188 208 246
28 214 270 324 397 279 310 373 421 459 510 612
70 88 103 124 106 118 138 155 168 186 220
29 259 289 348 391 427 475 570
95 106 124 139 151 167 198
30 241 270 324 366 399 444 532
86 96 112 126 137 151 178
31 226 252 304 342 373 415 498
78 87 101 114 124 137 161
32 213 237 285 321 349 388 466
71 79 92 103 112 124 147
46
LRFD
STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES
Based On A 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist 18K3 18K4 18K5 18K6 18K7 18K9 18K10 20K3 20K4 20K5 20K6 20K7 20K9 20K10 22K4 22K5 22K6 22K7 22K9 22K10 22K11
Designation
Depth (In.) 18 18 18 18 18 18 18 20 20 20 20 20 20 20 22 22 22 22 22 22 22
Approx. Wt. 6.4 7.2 7.7 8.4 8.9 10.1 11.6 6.5 7.2 7.7 8.4 8.9 10.1 11.6 7.3 7.7 8.5 9.0 10.2 11.7 11.9
(lbs./ft.)
Span (ft.)
47
LRFD
STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES
Based On A 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist
24K4 24K5 24K6 24K7 24K8 24K9 24K10 24K12 26K5 26K6 26K7 26K8 26K9 26K10 26K12
Designation
Depth (In.) 24 24 24 24 24 24 24 24 26 26 26 26 26 26 26
Approx. Wt.
7.8 7.9 8.5 9.0 9.4 10.3 11.7 13.5 8.1 8.6 9.0 9.7 10.4 11.8 13.7
(lbs./ft.)
Span (ft.)
48
LRFD
STANDARD LOAD TABLE/OPEN WEB STEEL JOISTS, K-SERIES
Based On A 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist 28K6 28K7 28K8 28K9 28K10 28K12 30K7 30K8 30K9 30K10 30K11 30K12
Designation
Depth (In.) 28 28 28 28 28 28 30 30 30 30 30 30
Approx. Wt. 8.9 9.2 9.8 10.5 11.8 14.5 9.6 10.0 10.6 11.9 13.3 15.0
(lbs./ft.)
Span (ft.)
49
American National Standard SJI K-2010
The BLACK figures in the Load Table give the TOTAL safe uniformly distributed load-carrying capacities, in pounds per
linear foot, of ASD K-Series Steel Joists.
The approximate joist weights, in pounds per linear foot, given in the Load Table may be added to the other building
weights to determine the DEAD load. In all cases the DEAD load, including the joist self-weight, must be deducted from
the TOTAL load to determine the LIVE load. The approximate joist weights do not include accessories.
The RED figures in the Load Table represent the uniform load, in pounds per linear foot, which will produce an
approximate joist deflection of 1/360 of the span. This load can be linearly prorated to obtain the uniform load for
supplementary deflection criteria (i.e. a uniform load which will produce a joist deflection of 1/240 of the span may be
obtained by multiplying the RED figure by 360/240). In no case shall the prorated load exceed the TOTAL load-carrying
capacity of the joist.
Where the joist span is in the RED SHADED area of the Load Table, the row of bridging nearest the mid span shall be
diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until this row
of bolted diagonal bridging is completely installed. The RED SHADED area extends up through 600.
4
The approximate gross moment of inertia (not adjusted for shear deformation), in inches , of a standard joist listed in the
Load Table may be determined as follows:
Ij = 26.767(W)(L3)(10-6), where W= RED figure in the Load Table, and
L = (span 0.33) in feet.
The TOTAL safe uniformly distributed load-carrying capacities, in pounds per linear foot, of ASD K-Series Steel Joists
shall not exceed 550 plf for spans shorter than what is explicitly shown in the Load Table. The maximum prorated RED
load shall not exceed 550 plf (the TOTAL load-carrying capacity of the joist as given in the Standard ASD Load Table for
Open Web Steel Joists, K-Series).
Loads for span increments not explicitly given in the Load Table may be determined using linear interpolation between the
load values given in adjacent span columns.
For the proper handling of concentrated and/or varying loads, see Section 2.3 in the Code of Standard Practice for Steel
Joist and Joist Girders.
55
50
ASD
STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist
10K1 12K1 12K3 12K5 14K1 14K3 14K4 14K6 16K2 16K3 16K4 16K5 16K6 16K7 16K9
Designation
Depth (in.) 10 12 12 12 14 14 14 14 16 16 16 16 16 16 16
Approx. Wt 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
(lbs./ft.)
Span (ft.)
10 550
550
11 550
542
12 550 550 550 550
455 550 550 550
13 479 550 550 550
363 510 510 510
14 412 500 550 550 550 550 550 550
289 425 463 463 550 550 550 550
15 358 434 543 550 511 550 550 550
234 344 428 434 475 507 507 507
16 313 380 476 550 448 550 550 550 550 550 550 550 550 550 550
192 282 351 396 390 467 467 467 550 550 550 550 550 550 550
17 277 336 420 550 395 495 550 550 512 550 550 550 550 550 550
159 234 291 366 324 404 443 443 488 526 526 526 526 526 526
18 246 299 374 507 352 441 530 550 456 508 550 550 550 550 550
134 197 245 317 272 339 397 408 409 456 490 490 490 490 490
19 221 268 335 454 315 395 475 550 408 455 547 550 550 550 550
113 167 207 269 230 287 336 383 347 386 452 455 455 455 455
20 199 241 302 409 284 356 428 525 368 410 493 550 550 550 550
97 142 177 230 197 246 287 347 297 330 386 426 426 426 426
21 218 273 370 257 322 388 475 333 371 447 503 548 550 550
123 153 198 170 212 248 299 255 285 333 373 405 406 406
22 199 249 337 234 293 353 432 303 337 406 458 498 550 550
106 132 172 147 184 215 259 222 247 289 323 351 385 385
23 181 227 308 214 268 322 395 277 308 371 418 455 507 550
93 116 150 128 160 188 226 194 216 252 282 307 339 363
24 166 208 282 196 245 295 362 254 283 340 384 418 465 550
81 101 132 113 141 165 199 170 189 221 248 269 298 346
25 180 226 272 334 234 260 313 353 384 428 514
100 124 145 175 150 167 195 219 238 263 311
26 166 209 251 308 216 240 289 326 355 395 474
88 110 129 156 133 148 173 194 211 233 276
27 154 193 233 285 200 223 268 302 329 366 439
79 98 115 139 119 132 155 173 188 208 246
28 143 180 216 265 186 207 249 281 306 340 408
70 88 103 124 106 118 138 155 168 186 220
29 173 193 232 261 285 317 380
95 106 124 139 151 167 198
30 161 180 216 244 266 296 355
86 96 112 126 137 151 178
31 151 168 203 228 249 277 332
78 87 101 114 124 137 161
32 142 158 190 214 233 259 311
71 79 92 103 112 124 147
51
ASD
STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist 18K3 18K4 18K5 18K6 18K7 18K9 18K10 20K3 20K4 20K5 20K6 20K7 20K9 20K10 22K4 22K5 22K6 22K7 22K9 22K10 22K11
Designation
Depth (In.) 18 18 18 18 18 18 18 20 20 20 20 20 20 20 22 22 22 22 22 22 22
Approx. Wt. 6.4 7.2 7.7 8.4 8.9 10.1 11.6 6.5 7.2 7.7 8.4 8.9 10.1 11.6 7.3 7.7 8.5 9.0 10.2 11.7 11.9
(lbs./ft.)
Span (ft.)
52
ASD
STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist
24K4 24K5 24K6 24K7 24K8 24K9 24K10 24K12 26K5 26K6 26K7 26K8 26K9 26K10 26K12
Designation
Depth (In.) 24 24 24 24 24 24 24 24 26 26 26 26 26 26 26
Approx. Wt.
7.8 7.9 8.5 9.0 9.4 10.3 11.7 13.5 8.1 8.6 9.0 9.7 10.4 11.8 13.7
(lbs./ft.)
Span (ft.)
53
ASD
STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist 28K6 28K7 28K8 28K9 28K10 28K12 30K7 30K8 30K9 30K10 30K11 30K12
Designation
Depth (In.) 28 28 28 28 28 28 30 30 30 30 30 30
Approx. Wt.
8.9 9.2 9.8 10.5 11.8 14.5 9.6 10.0 10.6 11.9 13.3 15.0
(lbs./ft.)
Span (ft.)
54
STANDARD LRFD LOAD TABLE
FOR KCS JOISTS
Based on a 50 ksi Maximum Yield Strength
Adopted by the Steel Joist Institute May 1, 2000
Revised to May 18, 2010 Effective December 31, 2010
The figures in the following table give the Moment Capacity (kip-in.) and Shear Capacity (lbs). The maximum uniformly
distributed load capacity in LRFD shall not exceed 825 plf and a single concentrated load cannot exceed the shear
capacity. Sloped parallel-chord KCS Joists shall use the appropriate moment and shear capacity for the span as defined
by the length along the slope.
The approximate KCS Joist weights per linear foot shown in this table do not include accessories.
The KCS Joist designation is not used to establish bridging requirements. The Bridging Table Section Numbers given in
the KCS Standard Load Table indicate the equivalent K-Series joist of the same depth to be used for determination of the
number of bridging rows, the size of horizontal bridging, and the need for erection stability bridging. While the need for
erection stability bridging (diagonal bridging with bolted connections at the chords and intersections), can be determined
from the RED shaded portion of the Standard Load Table, Open Web Steel Joists, K-Series, for convenience the KCS
Load Table also includes a column for erection stability bridging. Where the span of the KCS Joist designation exceeds
the length in ft. listed, the row of bridging nearest the joist midspan shall be erection stability bridging. Where NA is
listed in the column, the KCS Joist designation does not require bolted diagonal erection bridging regardless of span.
For the proper handling of concentrated and/or varying loads, see Section 2.3 in the Code of Standard Practice for Steel
Joists and Joist Girders.
60
59
55
LRFD
STANDARD LOAD TABLE FOR KCS OPEN WEB STEEL JOISTS
Based on a 50 ksi Maximum Yield Strength
GROSS ERECTION BRIDGING
MOMENT SHEAR APPROX.
JOIST DEPTH MOMENT OF STABILITY TABLE
CAPACITY CAPACITY* WEIGHT**
DESIGNATION (in.) INERTIA BRIDGING SECTION
(k-in.) (lbs) (lbs/ft.)
(in.4) REQ'D (ft.) NUMBER
10KCS1 10 258 3000 6.0 29 NA 1
10KCS2 10 337 3750 7.5 37 NA 1
10KCS3 10 444 4500 10.0 47 NA 1
12KCS1 12 313 3600 6.0 43 NA 3
12KCS2 12 411 4500 8.0 55 NA 5
12KCS3 12 543 5250 10.0 71 NA 5
14KCS1 14 370 4350 6.5 59 NA 4
14KCS2 14 486 5100 8.0 77 NA 6
14KCS3 14 642 5850 10.0 99 NA 6
16KCS2 16 523 6000 8.5 99 NA 6
16KCS3 16 705 7200 10.5 128 NA 9
16KCS4 16 1080 7950 14.5 192 NA 9
16KCS5 16 1401 8700 18.0 245 NA 9
18KCS2 18 592 7050 9.0 127 35-0 6
18KCS3 18 798 7800 11.0 164 NA 9
18KCS4 18 1225 8550 15.0 247 NA 10
18KCS5 18 1593 9300 18.5 316 NA 10
20KCS2 20 663 7800 9.5 159 36-0 6
20KCS3 20 892 9000 11.5 205 39-0 9
20KCS4 20 1371 11850 16.5 308 NA 10
20KCS5 20 1786 12600 20.0 396 NA 10
22KCS2 22 732 8850 10.0 194 36-0 6
22KCS3 22 987 9900 12.5 251 40-0 9
22KCS4 22 1518 11850 16.5 377 NA 11
22KCS5 22 1978 12900 20.5 485 NA 11
24KCS2 24 801 9450 10.0 232 39-0 6
24KCS3 24 1080 10800 12.5 301 44-0 9
24KCS4 24 1662 12600 16.5 453 NA 12
24KCS5 24 2172 13350 20.5 584 NA 12
26KCS2 26 870 9900 10.0 274 39-0 6
26KCS3 26 1174 11700 12.5 355 44-0 9
26KCS4 26 1809 12750 16.5 536 NA 12
26KCS5 26 2364 13800 20.5 691 NA 12
28KCS2 28 939 10350 10.5 320 40-0 6
28KCS3 28 1269 12000 12.5 414 45-0 9
28KCS4 28 1954 12750 16.5 626 53-0 12
28KCS5 28 2556 13800 20.5 808 53-0 12
30KCS3 30 1362 12000 13.0 478 45-0 9
30KCS4 30 2100 12750 16.5 722 54-0 12
30KCS5 30 2749 13800 21.0 934 54-0 12
*Maximum uniformly distributed load capacity is 825 plf and single concentrated load cannot exceed shear capacity
**Does not include accessories
61
60
56
STANDARD ASD LOAD TABLE
FOR KCS JOISTS
Based on a 50 ksi Maximum Yield Strength
Adopted by the Steel Joist Institute May 2, 1994
Revised to May 18, 2010 Effective December 31, 2010
The figures in the following table give the Moment Capacity (kip-in.) and Shear Capacity (lbs). The maximum uniformly
distributed load capacity in ASD shall not exceed 550 plf and a single concentrated load cannot exceed the shear
capacity. Sloped parallel-chord KCS Joists shall use the appropriate moment and shear capacity for the span as defined
by the length along the slope.
The approximate KCS Joist weights per linear foot shown in the table do not include accessories.
The KCS Joist designation is not used to establish bridging requirements. The Bridging Table Section Numbers given in
the KCS Standard Load Table indicate the equivalent K-Series joist of the same depth to be used for determination of the
number of bridging rows, the size of horizontal bridging, and the need for erection stability bridging. While the need for
erection stability bridging (diagonal bridging with bolted connections at the chords and intersections), can be determined
from the RED shaded portion of the Standard Load Table, Open Web Steel Joists, K-Series, for convenience the KCS
Load Table also includes a column for erection stability bridging. Where the span of the KCS Joist designation exceeds
the length in ft. listed, the row of bridging nearest the joist midspan shall be erection stability bridging. Where NA is
listed in the column, the KCS Joist designation does not require bolted diagonal erection bridging regardless of span.
For the proper handling of concentrated and/or varying loads, see Section 2.3 in the Code of Standard Practice for Steel
Joists and Joist Girders.
62
61
57
ASD
STANDARD LOAD TABLE FOR KCS OPEN WEB STEEL JOISTS
Based on a 50 ksi Maximum Yield Strength
GROSS ERECTION BRIDGING
MOMENT SHEAR APPROX.
JOIST DEPTH MOMENT OF STABILITY TABLE
CAPACITY CAPACITY* WEIGHT**
DESIGNATION (in.) INERTIA BRIDGING SECTION
(k-in.) (lbs) (lbs/ft.)
(in.4) REQ'D (ft.) NUMBER
10KCS1 10 172 2000 6.0 29 NA 1
10KCS2 10 225 2500 7.5 37 NA 1
10KCS3 10 296 3000 10.0 47 NA 1
12KCS1 12 209 2400 6.0 43 NA 3
12KCS2 12 274 3000 8.0 55 NA 5
12KCS3 12 362 3500 10.0 71 NA 5
14KCS1 14 247 2900 6.5 59 NA 4
14KCS2 14 324 3400 8.0 77 NA 6
14KCS3 14 428 3900 10.0 99 NA 6
16KCS2 16 349 4000 8.5 99 NA 6
16KCS3 16 470 4800 10.5 128 NA 9
16KCS4 16 720 5300 14.5 192 NA 9
16KCS5 16 934 5800 18.0 245 NA 9
18KCS2 18 395 4700 9.0 127 35-0 6
18KCS3 18 532 5200 11.0 164 NA 9
18KCS4 18 817 5700 15.0 247 NA 10
18KCS5 18 1062 6200 18.5 316 NA 10
20KCS2 20 442 5200 9.5 159 36-0 6
20KCS3 20 595 6000 11.5 205 39-0 9
20KCS4 20 914 7900 16.5 308 NA 10
20KCS5 20 1191 8400 20.0 396 NA 10
22KCS2 22 488 5900 10.0 194 36-0 6
22KCS3 22 658 6600 12.5 251 40-0 9
22KCS4 22 1012 7900 16.5 377 NA 11
22KCS5 22 1319 8600 20.5 485 NA 11
24KCS2 24 534 6300 10.0 232 39-0 6
24KCS3 24 720 7200 12.5 301 44-0 9
24KCS4 24 1108 8400 16.5 453 NA 12
24KCS5 24 1448 8900 20.5 584 NA 12
26KCS2 26 580 6600 10.0 274 39-0 6
26KCS3 26 783 7800 12.5 355 44-0 9
26KCS4 26 1206 8500 16.5 536 NA 12
26KCS5 26 1576 9200 20.5 691 NA 12
28KCS2 28 626 6900 10.5 320 40-0 6
28KCS3 28 846 8000 12.5 414 45-0 9
28KCS4 28 1303 8500 16.5 626 53-0 12
28KCS5 28 1704 9200 20.5 808 53-0 12
30KCS3 30 908 8000 13.0 478 45-0 9
30KCS4 30 1400 8500 16.5 722 54-0 12
30KCS5 30 1833 9200 21.0 934 54-0 12
*Maximum uniformly distributed load capacity is 550 plf and single concentrated load cannot exceed shear capacity
**Does not include accessories
63
62
58
linearly prorated to obtain the unfactored, uniform load for supplementary deflection criteria (i.e. an
unfactored uniform load which will produce a joist substitute deflection of 1/240 of the span may be
ACCESSORIES
obtained by multiplying the RED figure by 360/240). InAND DETAILS
no case shall the prorated, unfactored load
exceed the unfactored TOTAL load-carrying capacity of the joist substitute as given in the ASD Load
Table for 2.5 Inch Simple Span Joist Substitutes, K-Series.
JOIST SUBSTITUTES K SERIES
Minimum section properties shall be provided for the particular 2.5K type specified even at shorter spans
where the developed load capacity may exceed 550 plf (ASD) or 825 plf (LRFD).
Joist substitutes are 2.5 inch (64 mm) deep sections intended for use in very short spans (less than 8 feet (2.4 m) 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
2.5K JOIST
erection and before loads of any description are placedSUBSTITUTES
on the joist substitutes,PROPERTIES
the ends must be attached to the supports per SJI K- Series
2.5K TYPEtop flange.2.5K1 2.5K2 2.5K3
specifications and the deck installed and attached to the
Tables below list uniform loads based on LRFDSand 3
inASD methods of0.62
design and0.86
listed in U.S.1.20
Customary units:
LRFD
LRFD ASD
ASD
LOAD TABLES FOR 2.5 INCH SIMPLE SPAN LOAD TABLES FOR 2.5 INCH SIMPLE SPAN
JOIST SUBSTITUTES, K-SERIES JOIST SUBSTITUTES, K-SERIES
Based on a Maximum Yield Strength of 50 ksi Based on a Maximum Yield Strength of 50 ksi
Designation 2.5K1 2.5K2 2.5K3 Designation 2.5K1 2.5K2 2.5K3
Span (ft-in) Pounds per Linear foot Span (ft-in) Pounds per Linear Foot
78
77
59
ACCESSORIES AND DETAILS
STANDARD ASD LOAD TABLE
FABRICATION
STANDARD
Depth LRFD LOAD 2.5 in TABLE
Maximum Length 10 ft
FOR JOIST
SUBSTITUTES
Minimum Length 3AND
ft OUTRIGGERS
Contact your local Vulcraft plant for sloped
Based
or pitched seat
on a 50 ksi information.
Maximum Yield Strength
LRFD Load Table adopted by the Steel Joist Institute May 1, 2001
2.5K JOIST
Revised to May SUBSTITUTE
18, 2010 EffectivePROPERTIES
December 31, 2010
2.5K TYPE 2.5K1 2.5K2 2.5K3
S in3 0.62 0.86 1.20
JOIST SUBSTITUTES, SIMPLE SPAN LOAD TABLES
I in4 0.77 1.07 1.50
Joist substitutes are 2.5 inch (64 mm) deep
Approximate 3.0 sections intended
4.2 for use in very6.4
short spans (less than
10 feet (3.05 m)) where Open Web
weight (lbs/ft) Steel Joists are impractical. They are commonly specified to span
over hallways and short spans in skewed bays.
LRFD
Full lateral support to the compressive
Backspan flange is provided Span
length by attachments
= Unsupported
LOAD TABLES toFOR
the2.5deck.
INCH JOISTCaution
OUTRIGGERS, mustK-SERIES
be exercised during erection since joist
approximately equalsubstitutes exhibit some degree
Cantilever Length of instability.
TOTAL ALLOWABLE LOAD After erection
FOR UNSUPPORTED CANTILEVER
PLF
and before loads of any description are placed on the joist substitutes, the ends must be attached to
to cantilever span OUTRIGGER SPAN ft-in
the supports per the SJI Standard Specification for Open TYPE Web Steel2'-0" Joists,
2'-6" K-Series
3'-0" 3'-6" and4'-0"the 4'-6"
deck 5'-0" 5'-6" 6'-0"
installed and attached to the top flange. 2.5K1 825 744 516 379 291 229 186 153 129
LRFD ASD
2.5K3 825 825 825 735 562 444 360 297 250
TheLRFD ASD
Joist Outriggers Load Tables list uniform loads based on
LRFD and ASD methods of design and are shown in U.S. Customary
LOAD TABLES FOR 2.5 INCH JOIST OUTRIGGERS, K-SERIES LOAD TABLES FOR 2.5 INCH JOIST OUTRIGGERS, K-SERIES
TOTAL ALLOWABLE LOAD FOR UNSUPPORTED CANTILEVER TOTAL ALLOWABLE LOAD FOR UNSUPPORTED CANTILEVER
PLF PLF
OUTRIGGER SPAN ft-in 77
76 OUTRIGGER SPAN ft-in
TYPE 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0" TYPE 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0"
2.5K1 825 744 516 379 291 229 186 153 129 2.5K1 550 496 344 253 194 153 124 102 86
2.5K2
The825BLACK
825
figures
717
in the
526 403
LRFD
318
Load
258
Table
213
gives the TOTAL
179 2.5K2
safe550factored
550
uniformly
478 351
distributed
269 212
load-
172 142 119
carrying capacity in pounds per linear foot, of 2.5 Inch Joist Outriggers. The BLACK figures in the ASD
2.5K3
Load Table gives the TOTAL safe uniformly distributed load-carrying capacity in pounds per linear foot, of
825 825 825 735 562 444 360 297 250 2.5K3 550 550 550 490 375 296 240 198 167
SPECIFYING PROFESSIONAL MUST INDICATE ON STRUCTURAL DRAWINGS SIZE AND LOCATION OF ANY DUCT THAT IS TO
PASS THRU JOIST. THIS DOES NOT INCLUDE ANY FIREPROOFING ATTACHED TO JOIST. FOR DEEPER LH- AND DLH- SERIES
JOISTS, CONSULT MANUFACTURER.
64
ACCESSORIES AND DETAILS
HORIZONTAL BRIDGING
SEE SJI SPECIFICATION 5.5 AND 6. BRIDGING ANCHORS
SEE SJI SPECIFICATION 5.5 AND 6.
NOTE: DO NOT WELD BRIDGING TO JOIST WEB MEMBERS.
DO NOT HANG ANY MECHANICAL, ELECTRICAL, ETC. FROM BRIDGING.
EXP. BOLTS
BYOTHERS
BRIDGINGANCHOR
TYPESA BOLT(b)
(a)
65
ACCESSORIES AND DETAILS
66
ACCESSORIES AND DETAILS
67
ACCESSORIES AND DETAILS
TABLE 2.7-1a
TABLE 2.7-2
68
ACCESSORIES AND DETAILS
TABLE 2.7-1b
18 02 33 32 06 thru 07 47
03 thru 09 37 08 55
20 02 33 09 thru 15 60
03 38 36 07 thru 08 47
04 thru 10 41 09 57
24 03 35 10 thru 15 60
04 39 40 08 thru 09 47
05 40 10 thru 17 60
06 45 44 09 52
07 thru 11 49 10 thru 17 60
28 05 42 48 10 thru 17 60
06 46
07 thru 08 54
09 thru 13 57
** NOTE: For spans EQUAL TO OR EXCEEDING that shown, one of the rows nearest mid-span must be bolted diagonal type. For spans through 60 feet, the bolted
diagonal bridging must be installed BEFORE releasing the hoisting lines. FOR SPANS OVER 60 FEET, ALL BRIDGING ROWS MUST BE BOLTED DIAGONAL TYPE. Spans
over 60 feet through 100 feet require two rows of bolted diagonal bridging to be installed, at one-third points, BEFORE releasing the hoisting lines. Spans over 100 feet
require ALL rows of bolted diagonal bridging to be installed BEFORE releasing the hoisting lines.
69
ACCESSORIES AND DETAILS
20-0 1/4
30-0 3/8
40-0 5/8
50-0 1
60-0 1 1/2
70-0 2
80-0 2 3/4
CAMBER
90-0 3 1/2
Non-Standard Types: The design professional shall
provide on the structural drawings the amount of camber 100-0 4 1/4
desired in inches. If camber is not specified, Vulcraft will
use the camber values for LH and DLH joists based on ** NOTE: If full camber is not desired near walls or other
top chord length or possibly no camber for certain scissor, structural members please note on the structural drawings.
arched, bowstring, or gable profiles. For joist lengths exceeding 100-0 a camber equal to
Standard Types: The camber listed in the table will Span/300 shall be used. The specifying professional shall give
be fabricated into the joists unless the design professional consideration to coordinating joist camber with adjacent framing.
specifically states otherwise on the structural drawings.
70
ACCESSORIES AND DETAILS
71
ACCESSORIES AND DETAILS
72
VULCRAFT LH & DLH SERIES / GENERAL INFORMATION
NOTES: 1. Special designed LH and DLH can be supplied in longer lengths as required.
2. Additional bridging may be required when joists support standing seam roof decks. The specifying
professional should require that the joist manufacturer check the system and provide bridging as required
to adequately brace the joists against lateral movement. For bridging requirements due to uplift pressures
refer to sect. 104.12.
73
CODE OF VULCRAFT
STANDARD LHPRACTICE FOR
& DLH SERIES STEEL JOISTS
/ GENERAL AND JOIST GIRDERS
INFORMATION
TABLE 2.7-1b
LH-SERIES JOISTS
MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGING
SPANS OVER 60 ft. (18.3 m) REQUIRE BOLTED DIAGONAL BRIDGING
BRIDGING MATERIAL SIZE**
Equal Leg Angles
Force 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
Joist Section
Pbr (25 x 3 mm) (32 x 3 mm) (38 x 3 mm) (45 x 3 mm) (52 x 3 mm) (64 x 4 mm)
Number* r = 0.20 r = 0.25 r = 0.30 r = 0.35 r = 0.40 r = 0.50
lbs (N)
(5.08 mm) (6.35 mm) (7.62 mm) (8.89 mm) (10.16 mm) (12.70 mm)
ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm)
400
02 to 03, incl. 47 (1397) 63 (1905) 76 (2286) 89 (2667) 100 (3048) 126 (3810)
(1779)
550
04 to 05, incl. 311(1194) 56 (1676) 74 (2235) 89 (2667) 100 (3048) 126 (3810)
(2447)
750
06 to 08, incl. 49 (1448) 63 (1905) 711 (2413) 100 (3048) 126 (3810)
(3336)
850
09 45 (1346)
American National 510 (1778)
Standard 75 (2261)
SJI-LH/DLH-2010 99 (2972) 126 (3810)
(3781)
900
104.4 END10 SUPPORTS 44 (1321) 58 (1727) 73 (2210) 95 (2870) 126 (3810)
(4003)
(a) Masonry 950
and Concrete
11 42 (1270) 57 (1702) 70 (2134) 92 (2794) 126 (3810)
(4226)
A LH- 1100
12 or DLH-Series Joist end supported by (1194)
3-11 masonry 52
or concrete
(1575) shall bear
68 on steel86
(2032) bearing plates12-6
(2591) and shall
(3810)be
designed as steel (4893)
bearing. Due consideration of the end reactions and all other vertical or 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
1200
LH-13
3-9 (1143) 411 (1499) 63 (1905) 8-2 (2489) 12-6 (3810)
and DLH-Series
(5338)Joists shall extend a distance of not less than 6 inches (152 mm) over the masonry or concrete
support unless it 1300
is deemed necessary to bear less than 6 inches (152 mm) over the support. Special consideration
shall14then be given 4-9 (1448) 6-0 (1829) 7-10 (2388)
(5783)to the design of the steel bearing plate and the masonry or concrete by the specifying
12-4 (3759)
professional. LH- and DLH-Series Joists shall be anchored to the steel bearing plate and shall bear a minimum of 4
1450
15 (102 mm) on the plate.
inches 4-6 (1372) 5-8 (1727) 7-5 (2261) 11-8 (3556)
(6450)
16The steel
to 17, bearing1850
incl. plate shall be located not more than 1/2 inch
4-0 (13 mm)5-0
(1219) from(1524)
the face of the wall, otherwise
6-7(2007) special
10-4 (3150)
consideration shall(8229)
be given to the design of the steel bearing plate and the masonry or concrete by the specifying
2000
18professional.
to 20, incl. When the specifying professional requires 3-10the joist reaction
(1168) to occur at6-4
4-10 (1473) or near the centerline
(1930) of the
9-11 (3023)
(8896) then a note shall be placed on the contract drawings specifying this requirement and the
wall or other support,
specified bearing2500 seat depth shall be increased accordingly. If the joist reaction is to occur more than 4 inches (102
21mm) from
to 22, the face
incl. of the wall or other support, the required bearing seat4-4
(11120) depth shall be 5-8
(1321) the minimum
(1727) seat depth
8-10 plus
(2692)
a dimension at least equal to the distance the joist reaction is to occur beyond 4 inches (102 mm).
3100
23The steel
to 24, bearing
incl. plate shall not be less than 9 inches (229 mm) wide 3-10
(13789) perpendicular
(1168) to5-1
the (1549)
length of the joist.
7-11 The
(2413)
plate is to be designed by the specifying professional and shall be furnished by other than the joist manufacturer.
TABLE 104.4-1
JOIST SECTION
MINIMUM BEARING LENGTH
NUMBER*
02 to 06 incl 2 (64 mm)
07 to 17 incl 4 (102 mm)
18 to 25 incl 186
185 6 (152 mm)
*Last two digits of joist designation shown in Load Table.
Where deemed necessary to butt opposite joists over a narrow steel support with bearing less than that noted
above, special ends shall be specified, and such ends shall have positive attachment to the support, either by
bolting or welding.
74
104.5 BRIDGING
VULCRAFT LH & DLH SERIES / GENERAL INFORMATION
TABLE 104.5-1
LH & DLH BRIDGING SPACING
JOIST SECTION NOMINAL HORIZONTAL
MAXIMUM SPACING OF LINES OF TOP CHORD BRIDGING
NUMBER* BRACING FORCE**
lbs
02 to 03 incl 10'-0 400
04 to 05 incl 11'-0 550
06 to 08 incl 13'-0 up to 39-0, then 15-0 750
09 13'-0 up to 39-0, then 16-0 850
10 14-0 up to 42-0, then 18-0 900
11 15-0 up to 45-0, then 18-0 950
12 17'-0 up to 51-0, then 18-6 1100
13 18-0 up to 54-0, then 21-0 1200
14 19'-0 up to 57-0, then 21-6 1300
15 21'-0 up to 63-0, then 24-6 1450
16 to 17 incl 22'-0 up to 66-0, then 25-0 1850
18 to 20 incl 26-0 2000
21 to 22 incl 30-0 2500
23 to 24 incl 30-0 3100
25 30-0 3500
American National Standard SJI-LH/DLH-2010
Number of lines of bridging is based on joist span dimensions.
*Last two digits of joist designation shown in load table.
(b) Steel
**Nominal bracing force is unfactored and shown value is for horizontal bridging only. For horizontal bracing force for
X bridging divide
Ends of LH- value
and shown byJoists
DLH-Series 4. resting on steel supports shall be attached thereto, as shown in Table 104.7-1,
with two fillet welds, or with two 3/4 inch (19 mm) bolts, or the equivalent. When LH- and DLH-Series Joists are used
to provide lateral stability to the supporting member, the final connection shall be made by welding or as designated
by the specifying professional.
TABLE 104.7-1
JOIST SECTION BEARING SEAT BOLTS FOR
FILLET WELD
NUMBER* ERECTION
2 3/16 x 2
02 to 06 incl. 2 3/4 (19 mm) A307
(5 x 51 mm)
2 1/4 x 2
07 to 17 incl 2 3/4 (19 mm) A307
(6 x 51 mm)
2 1/4 x 4
18 to 25 incl 2 3/4 (19 mm) A325
(6 x 102 mm)
*Last two digits of joist designation shown in load table.
(c) Uplift
Where uplift forces are a design consideration, roof joists shall be anchored to resist such forces (Refer to Section
104.12 Uplift).
Joists shall be spaced so that the loading on each joist does not exceed the design load (LRFD or ASD) for the particular
joist designation and span as shown in the applicable load tables.
101
100
104.9 FLOOR AND ROOF DECKS
(a) Material 75
Floor and roof decks shall be permitted to consist of cast-in-place or pre-cast concrete or gypsum, formed steel,
VULCRAFT LH & DLH SERIES / GENERAL INFORMATION
CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
TABLE 2.7-3
LH AND DLH SERIES JOISTS
HORIZONTAL PLUS DIAGONAL BRIDGING REQUIREMENTS
TABLE 2.7-4
BOLT SIZES WHICH MEET BOLTED BRIDGING CONNECTION REQUIREMENTS
JOIST SERIES SECTION NUMBER* BOLT DIAMETER
K ALL 3/8 A307
LH/DLH 2 12 3/8 A307
LH/DLH 13 17 1/2 A307
DLH 18 20 5/8 A307
DLH 21 22 5/8 A325
DLH 23 25 3/4 A325
*REFER TO LAST DIGIT(S) OF JOIST DESIGNATION
NOTE: WASHERS SHALL BE USED WITH SLOTTED OR OVERSIZED HOLES. BOLTS SHALL
BE TIGHTENED TO A MINIMUM SNUG TIGHT CONDITION.
189
188
76
American National Standard SJI-LH/DLH-2010
STANDARD SPECIFICATION
FOR LONGSPAN STEEL JOISTS, LH-SERIES AND
DEEP LONGSPAN STEEL JOISTS, DLH-SERIES
SECTION 100.
SCOPE AND DEFINITIONS
100.1 SCOPE
The Standard Specification for Longspan Steel Joists, LH-Series and Deep Longspan Steel Joists, DLH-Series, hereafter
referred to as the Specification, covers the design, manufacture, application, and erection stability and handling of
Longspan Steel Joists LH-Series, and Deep Longspan Steel Joists, DLH-Series in buildings or other structures, where
other structures are defined as those structures designed, manufactured, and erected in a manner similar to buildings..
LH- and DLH-Series joists shall be designed using Allowable Stress Design (ASD) or Load and Resistance Factor Design
(LRFD) in accordance with this Specification. Steel joists shall be erected in accordance with the Occupational Safety and
Health Administration (OSHA), U.S. Department of Labor, Code of Federal Regulations 29CFR Part 1926 Safety
Standards for Steel Erection. The erection of LH- and DLH-Series joists 144 ft. (43.9 m) or less is governed by Section
1926.757 Open Web Steel Joists and joists over this length by Section 1926.756 Beams and Columns.
100.2 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 hot-rolled or cold-formed steel, including cold-formed steel whose yield strength has
been attained by cold working, suitable for the direct support of floors and roof slabs or decks. The LH-Series joists have
been standardized in depths from 18 inches (457 mm) through 48 inches (1219 mm), for spans up through 96 feet (29260
mm). The DLH-Series joists have been standardized in depths from 52 inches (1321 mm) through 120 inches (3048
mm), for spans up through 240 feet (73150 mm).
The LH- and DLH-Series standard joist designations are determined by their nominal depth at the center of the span,
followed by the letters LH or DLH as appropriate, and then by the chord size designation assigned. The chord size
designations range from 02 to 25. Therefore, as a performance based specification, the LH- and DLH-Series standard
joist designations listed in the following Standard Load Tables shall support the uniformly distributed loads as provided in
the appropriate tables:
Standard LRFD Load Table Longspan Steel Joists, LH-Series U.S. Customary Units
Standard ASD Load Table Longspan Steel Joists, LH-Series U.S. Customary Units
Standard LRFD Load Table Deep Longspan Steel Joists, DLH-Series U.S. Customary Units
Standard ASD Load Table Deep Longspan Steel Joists, DLH-Series U.S. Customary Units
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An alternate method of specifying a standard LH-Series joist is to provide the designation in a load/load sequence. The
format used is ddLHtl/ll where:
dd is the nominal depth of the joist in inches (mm)
tl is the total uniformly distributed load applied to the joist top chord, plf (kN/m)
ll is the uniform live load for which the deflection shall be checked and limited as required by the Specification, plf
(kN/m)
The load/load LH-Series joists can be specified in depths from 14 inches (356 mm) through 120 inches (3048 mm) and
spans from 14 feet (4267 mm) up through 240 feet (73152 mm). The maximum uniformly distributed load-carrying
capacity of 2400 plf (35.03 kN/m) in ASD and 3600 plf (52.54 kN/m) in LRFD has been established for this alternate LH-
Series format. The maximum capacity for any given load/load LH-Series joist is a function of span, depth and chord size.
Six standard types of LH- and DLH-Series joists are designed and manufactured. These types are underslung (top chord
bearing) or square-ended (bottom chord bearing), with parallel chords or with single or double pitched top chords. A pitch
of the joist top chord up to 1/2 inch per foot (1:24) is allowed. The standard joist designation depth shall be the depth at
mid-span.
The design drawings and specifications shall meet the requirements in the Code of Standard Practice for Steel Joists and
Joist Girders, except for deviations specifically identified in the design drawings and/or specifications.
SECTION 101.
REFERENCED
SPECIFICATIONS, CODES
AND STANDARDS
101.1 REFERENCES
American Institute of Steel Construction, Inc. (AISC)
ANSI/AISC 360-10 Specification for Structural Steel Buildings
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LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926 Safety
Standards for Steel Erection; Final Rule, 1926.757 Open Web Steel Joists - January 18, 2001, Washington, D.C.
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LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
Technical Digest No. 12 (2007), Evaluation and Modification of Open Web Steel Joists and Joist Girders
Steel Structures Painting Council (SSPC) (2000), Steel Structures Painting Manual, Volume 2, Systems and
Specifications, Paint Specification No. 15, Steel Joist Shop Primer, May 1, 1999, Pittsburgh, PA.
SECTION 102.
MATERIALS
102.1 STEEL
The steel used in the manufacture of LH- and DLH-Series joists shall conform to one of the following ASTM
Specifications:
Carbon Structural Steel, ASTM A36/A36M.
High-Strength Low-Alloy Structural Steel, ASTM A242/A242M.
Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes, ASTM A500/A500M.
High-Strength Carbon-Manganese Steel of Structural Quality, ASTM A529/A529M.
High-Strength Low-Alloy Columbium-Vanadium Structural Steel, ASTM A572/A572M.
High-Strength Low-Alloy Structural Steel up to 50 ksi [345 MPa] Minimum Yield Point with Atmospheric Corrosion
Resistance, ASTM A588/A588M.
Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric
Corrosion Resistance, ASTM A606/A606M.
Structural Steel Shapes, ASTM A992/A992M.
Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved
Formability, Solution Hardened, and Bake Hardenable, ASTM A1008/A1008M.
Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with
Improved Formability, and Ultra High Strength, 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 102.2.
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LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
Steel used for LH- and DLH-Series joists shall have a minimum yield strength determined in accordance with one of the
procedures specified in this section, 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 102.2 of this specification.
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 of which conform to the requirements of
one of the listed specifications, the test specimens and procedures shall conform to those of such specifications and to
ASTM A370.
In the case of material, the mechanical properties of 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 millimeters) for sheet and strip, or (b) 18 percent in 8 inches (203 millimeters) for plates,
shapes and bars with adjustments for thickness for plates, shapes and bars as prescribed in ASTM A36/A36M,
A242/A242M, A500/A500M, A529/A529M, A572/A572M, A588/A588M, A992/A992M 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/A606M,
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 North American Specifications for the Design of Cold-Formed Steel Structural
Members. They shall also indicate compliance with these provisions and with the following additional requirements:
a) The yield strength calculated from the test data 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 8 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.
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LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
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, F6XX-ECXXX flux electrode combination
AWS A5.20: E6XT-X, E6XT-XM
AWS A5.29: E6XTX-X, E6XTX-XM
or any of those listed in Section 102.3(a).
Other welding methods, providing equivalent strength as demonstrated by tests, shall be permitted to 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.
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.
SECTION 103.
DESIGN AND MANUFACTURE
103.1 METHOD
Joists shall be designed in accordance with this specification as simply-supported 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) Where the steel used consists of hot-rolled shapes, bars or plates, use the American Institute of Steel Construction,
Specification for Structural Steel Buildings.
b) For members which are cold-formed from sheet or strip steel, use the American Iron and Steel Institute, North
American Specification for the Design of Cold-Formed Steel Structural Members.
Design Basis:
Steel joist designs shall be in accordance with the provisions in this Standard Specification using Load and Resistance
Factor Design (LRFD) or Allowable Strength Design (ASD) as specified by the specifying professional for the project.
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Joists shall have their components so proportioned that the required stresses, f u, shall not exceed Fn where:
Joists shall have their components so proportioned that the required stresses, f, shall not exceed Fn / where:
Stresses:
For Chords: The calculation of design or allowable stress shall be based on a yield strength, Fy, of the material used in
manufacturing equal to 50 ksi (345 MPa).
For all other joist elements: The calculation of design or allowable stress shall be based on a yield strength, Fy, of the
material used in manufacturing, but shall not be less than 36 ksi (250 MPa) or greater than 50 ksi (345 MPa).
Note: Yield strengths greater than 50 ksi shall not be used for the design of any joist members.
QFy
Fe
Fcr = Q 0.658 F (103.2-5)
y
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In the above equations, is taken as the distance in inches (millimeters) between panel points for the chord members
and the appropriate length for a compression or tension web member, 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).
For hot-rolled sections and cold formed angles, Q is the full reduction factor for slender compression members as
defined in the AISC Specification for Structural Steel Buildings.except that when the first primary compression web
member is a crimped-end angle member, whether hot-rolled or cold formed:.
Q = [5.25/(w/t)] + t 1.0 (103.2-8)
or,
For all other cold-formed sections the method of calculating the nominal compression strength is given in the AISI,
North American Specification for the Design of Cold-Formed Steel Structural Members.
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LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
LRFD: w = 0.75
Design Shear Strength = Rn = wFnw A = 0.45Fexx Aw (103.2-17)
ASD: w = 2.0
Allowable Shear Strength = Rn/w = FnwA/w = 0.3Fexx Aw (103.2-18)
Made with E70 series electrodes or F7XX-EXXX flux-electrode combinations Fexx = 70 ksi (483 MPa)
Made with E60 series electrodes or F6XX-EXXX flux-electrode combinations Fexx = 60 ksi (414 MPa)
For flare bevel groove welds, the effective weld area is based on a weld throat width, T, where:
T (inches) = 0.12D + 0.11 (103.2-19)
Where: D = web diameter, inches
or,
T (mm) = 0.12D + 2.8 (103.2-20)
Where: D = web diameter, mm
For plug/slot welds, Aw = cross-sectional area of the hole or slot in the plane of the faying surface provided that
the hole or slot meets the requirements of the American Institute of Steel Construction Specification for
Structural Steel Buildings (and as described in SJI Technical Digest No. 8, Welding of Open-Web Steel Joists
and Joist Girders).
Strength of resistance welds and complete-joint-penetration groove or butt welds in tension or compression (only
when the stress is normal to the weld axis) is equal to the base metal strength:
t = c = 0.90 (LRFD) t = c = 1.67 (ASD)
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The slenderness ratios, 1.0/r and 1.0s /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 nominal stresses, Fcr and Fe, 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 used in Table 103.3-1 are defined as follows:
= length center-to-center of panel points, except = 36 inches (914 millimeters) for calculating /ry of top
chord member, in. (mm).
s = maximum length center-to-center between panel point and filler (tie), or between adjacent fillers (ties),
in. (mm).
rx = member radius of gyration in the plane of the joist, in. (mm).
ry = member radius of gyration out of the plane of the joist, in. (mm).
rz = least radius of gyration of a member component, in. (mm).
Compression web members are those web members subject to compressive axial loads under gravity loading.
Tension web members are those web members subject to tension axial loads under gravity loading, and which may be
subject to compressive axial loads under alternate loading conditions, such as net uplift.
For top chords, the end panel(s) are the panels between the bearing seat and the first primary interior panel point
comprised of at least two intersecting web members.
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TABLE 103.3-1
MAXIMUM AND EFFECTIVE SLENDERNESS RATIOS
Description k/rx k/ry k/rz ks/rz
I TOP CHORD INTERIOR PANELS
A. The slenderness ratios, 1.0/r and 1.0s/r, of members as a whole or any component
part shall not exceed 90.
B. The effective slenderness ratio, k/r, to determine Fcr where k is:
1. With fillers or ties 0.75 0.94 --- 1.0
2. Without fillers or ties --- --- 0.75 ---
3. Single component members 0.75 0.94 --- ---
C. For bending, the effective slenderness ratio, k/r, to determine Fe where k is:
0.75 --- --- ---
II TOP CHORD END PANELS, ALL BOTTOM CHORD PANELS
A. The slenderness ratios, 1.0/r and 1.0s/r, of members as a whole or any component
part shall not exceed 120 for Top Chords, or 240 for Bottom Chords.
B. The effective slenderness ratio, k/r, to determine Fcr where k is:
1. With fillers or ties 1.0 0.94 --- 1.0
2. Without fillers or ties --- --- 1.0 ---
3. Single component members 1.0 0.94 --- ---
C. For bending, the effective slenderness ratio, k/r, to determine Fe where k is:
1.0 --- --- ---
III TENSION WEB MEMBERS
A. The slenderness ratios, 1.0/r and 1.0s/r, of members as a whole or any component
part shall not exceed 240.
B. For end web members subject to compression, the effective slenderness ratio, k/r, to
determine Fcr where k is:
1. With fillers or ties 0.75 1.0 --- 1.0
2. Without fillers or ties --- --- 1.0 ---
3. Single component members 0.75 0.8 --- ---
IV COMPRESSION WEB MEMBERS
A. The slenderness ratios, 1.0 l/r and 1.0s/r, of members as a whole or any component part
shall not exceed 200.
B. The effective slenderness ratio, k/r, to determine Fcr where k is:
1. With fillers or ties 0.75 1.0 --- 1.0
2. Without fillers or ties --- --- 1.0 ---
3. Single component members 0.75 1.0 --- ---
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103.4 MEMBERS
(a) Chords
The radius of gyration of the top chord about its vertical axis shall not be less than:
d , in. (103.4-1a)
ry br 124 + 0.67 d j + 28 j
L
dj , mm (103.4-1b)
ry br 124 + 0.026 d j + 0.34 L
or,
ry br 170 (103.4-2)
Where:
dj is the steel joist depth, in. (mm)
L is the joist span length, ft. (m)
ry is the out-of-plane radius of gyration of the top chord, in. (mm)
br is the spacing in inches (millimeters) 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 this specification are met.
The top chord shall be designed as a continuous member subject to combined axial and bending stresses and shall
be so proportioned that:
For LRFD:
at the panel point:
fau + fbu 0.9 Fy (103.4-3)
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fau
for, < 0.2 ,
c Fcr
fau C m fbu
+ 1 .0 (103.4-5)
2 F
c cr fau
1 Q F
c F' e b y
Fe = 2 E , ksi (MPa)
(K/rx )2
Where is the panel length, in inches (millimeters), as defined in Section 103.2(b) and rx is the radius of
gyration about the axis of bending.
For ASD:
at the panel point:
fa + fb 0.6 Fy (103.4-6)
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LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
fa
for < 0.2 ,
Fa
fa C m fb
+ 1.0 (103.4-8)
2F
a 1.67f a
1 QF
F' e b
The top chord and bottom chord shall be designed such that at each joint:
It shall not be necessary to design the top chord and bottom chord for the modified shear stress when a round bar
web member is continuous through a joint. The minimum required shear of Section 103.4(b) 25 percent of the end
reaction) shall not be required when evaluating Equation 103.4-9 or 103.4-10.
(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 percent of the end reaction.
Interior vertical web members used in modified Warren type web systems shall be designed to resist the gravity loads
supported by the member plus an additional axial load of of 1.0 percent of the top chord axial force.
Joist extensions are defined as one of three types, top chord extensions (TCX), extended ends, or full depth
cantilevers.
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LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
(2) A loading diagram shall be provided for the joist extension. The diagram shall include the magnitude and
location of the loads to be supported, as well as the appropriate load combinations.
Any deflection requirements or limits due to the accompanying loads and load combinations on the joist extension
shall be provided by the specifying professional, regardless of the method used to specify the extension. Unless
otherwise specified, the joist manufacturer shall check the extension for the specified deflection limit under uniform
live load acting simultaneously on both the joist base span and the extension.
The joist manufacturer shall consider the effects of joist extension loading on the base span of the joist. This includes
carrying the design bending moment due to the loading on the extension into the top chord end panel(s), and the
effect on the overall joist chord and web axial forces.
103.5 CONNECTIONS
(a) Methods
Joist connections and splices shall be made by attaching the members to one another by arc or resistance welding or
other accredited methods.
(4) Weld Inspection by Outside Agencies (See Section 104.13 of this specification)
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.
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LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
(1) Joint Connections Joint connections shall develop the maximum force due to any of the design loads, but not
less than 50 percent of the strength of the member in tension or compression, whichever force is the controlling
factor in the selection of the member.
(2) Shop Splices Shop splices shall be permitted to 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 member strength. All component parts
comprising the cross section of the chord or web member (including reinforcing plates, rods, etc.) at the point of
the splice, shall develop an ultimate tensile force of at least 1.2 times the product of the yield strength and the full
design area of the chord or web. The full design area is the minimum required area such that the required
stress will be less than the design (LRFD) or allowable (ASD) stress.
Field Splices shall be designed by the manufacturer and shall be either bolted or welded. Splices shall be designed
for the member force, but not less than 50 percent of the member strength.
(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 shall be permitted to 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.
103.6 CAMBER
For joist lengths exceeding 100-0 a camber equal to Span/300 shall be used. The specifying professional shall give
consideration to coordinating joist camber with adjacent framing.
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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.
Design data shall be submitted in detail and in the format specified by the Institute.
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 guarantee of the quality of any specific joists; this responsibility lies fully and solely with the
individual manufacturer.
SECTION 104.
APPLICATION
104.1 USAGE
This specification 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 103.1, they shall be investigated and modified when necessary to limit the required stresses to
those listed in Section 103.2.
When a rigid connection of the bottom chord is to be made to a column or other structural support, the joist is then no
longer simply supported, and the system shall be investigated for continuous frame action by the specifying
professional. The magnitude and location of all loads and forces 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 structural support.
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 be furnished by other than the joist manufacturer.
*For further reference, refer to Steel Joist Institute Technical Digest No. 11, Design of Lateral Load
Resisting Frames Using Steel Joists and Joist Girders
104.2 SPAN
The span of a longspan or deep longspan joist shall not exceed 24 times its depth.
104.3 DEPTH
Joists shall have either parallel chords or a top chord pitch of up to 1/2 inch per foot (1:24). The joist designation depth
shall be the depth at mid-span.
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A LH- or DLH-Series Joist end supported by masonry or concrete shall 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 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 unless it is deemed necessary to bear less than 6 inches (152 mm) over the support. Special consideration
shall then be given to the design of the steel bearing plate and the masonry or concrete by the specifying
professional. LH- and DLH-Series Joists shall be anchored to the steel bearing plate and shall bear a minimum of 4
inches (102 mm) on the plate.
The steel bearing plate shall be located not more than 1/2 inch (13 mm) from the face of the wall, otherwise special
consideration shall be given to the design of the steel bearing plate and the masonry or concrete by the specifying
professional. When the specifying professional requires the joist reaction to occur at or near the centerline of the
wall or other support, then a note shall be placed on the contract drawings specifying this requirement and the
specified bearing seat depth shall be increased accordingly. If the joist reaction is to occur more than 4 inches (102
mm) from the face of the wall or other support, the required bearing seat depth shall be the minimum seat depth plus
a dimension at least equal to the distance the joist reaction is to occur beyond 4 inches (102 mm).
The steel bearing plate shall not be less than 9 inches (229 mm) wide perpendicular to the length of the joist. The
plate is to be designed by the specifying professional and shall be furnished by other than the joist manufacturer.
(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 LH- and DLH-Series Joists shall extend a distance over
the steel supports not less than that shown in Table 104.4-1.
TABLE 104.4-1
JOIST SECTION
MINIMUM BEARING LENGTH
NUMBER*
02 to 06 incl 2 (64 mm)
07 to 17 incl 4 (102 mm)
18 to 25 incl 6 (152 mm)
*Last two digits of joist designation shown in Load Table.
Where deemed necessary to butt opposite joists over a narrow steel support with bearing less than that noted
above, special ends shall be specified, and such ends shall have positive attachment to the support, either by
bolting or welding.
104.5 BRIDGING
Top and bottom chord bridging is required and shall consist of one or both of the following types:
(a) Horizontal
Horizontal bridging lines shall consist of continuous horizontal steel members. The /r ratio 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.
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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. When the joist spacing is less than 0.70 x joist depth, bolted horizontal bridging shall be
used in addition to bolted diagonal bridging.
Bridging shall be properly spaced and anchored to support the decking and the employees prior to the attachment of
the deck to the top chord. The maximum spacing of lines of bridging, brmax shall be the lesser of,
d
brmax 124 + 0.67 d j + 28 j ry , in.
= (104.5-1a)
L
d
brmax 124 + 0.026 d j + 0.34 j ry , mm
= (104.5-1b)
L
or, brmax = 170 ry (104.5-2)
Where:
dj is the steel joist depth, in. (mm)
L is the joist span length, ft. (m)
ry is the out-of-plane radius of gyration of the top chord, in. (mm)
The number of rows of top chord bridging shall not be less than as shown in Bridging Table 104.5-1 and the spacing
shall meet the requirements of Equations 104.5-1 and 104.5-2. The number of rows of bottom chord bridging,
including bridging required per Section 104.12, shall not be less than the number of top chord rows. Rows of bottom
chord bridging are permitted to be spaced independently of rows of top chord bridging. The spacing of rows of bottom
chord bridging shall meet the slenderness requirement of Section 103.4(a) and any specified strength requirements.
For joist Section Number 21 and greater, bridging shall be installed near a bottom chord panel point or an extra web
member shall be furnished to brace the bottom chord for the vertical component of the bridging force equal to the
horizontal bracing force.
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LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
Where:
n = 8 for horizontal bridging
n = 2 for diagonal bridging
At = cross sectional area of joist top chord, in.2 (mm2)
Fconstruction = assumed ultimate stress in top chord to resist construction loads
2E
Fconstruction = 12.2 ksi (104.5-4a)
2
0.9
brmax
r
y
2E
Fconstruction = 84.1MPa (104.5-4b)
2
0.9
brmax
r
y
Where:
E = Modulus of Elasticity of steel = 29,000 ksi (200,000 MPa)
brmax
and is determined from Equations 104.5-1a, 104.5-1b or 104.5-2
ry
The bridging nominal horizontal unfactored compressive forces, Pbr, are summarized in Table 104.5-1.
100
99
96
LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
TABLE 104.5-1
JOIST SECTION NOMINAL HORIZONTAL
MAXIMUM SPACING OF LINES OF TOP CHORD BRIDGING
NUMBER* BRACING FORCE**
lbs (N)
02 to 03 incl 10'-0 (3048 mm) 400 (1779)
04 to 05 incl 11'-0 (3353 mm) 550 (2447)
06 to 08 incl 13'-0 (3962 mm) up to 39-0 (11.89 m), then 15-0 (4572 mm) 750 (3336)
09 13'-0 (3962 mm) up to 39-0 (11.89 m), then 16-0 (4877 mm) 850 (3781)
10 14-0 (4267 mm) up to 42-0 (12.80 m), then 18-0 (5486 mm) 900 (4003)
11 15-0 (4572 mm) up to 45-0 (13.72 m), then 18-0 (5486 mm) 950 (4226)
12 17'-0 (5182 mm) up to 51-0 (15.54 m), then 18-6 (5639 mm) 1100 (4893)
13 18-0 (5486 mm) up to 54-0 (16.46 m), then 21-0 (6400 mm) 1200 (5338)
14 19'-0 (5791 mm) up to 57-0 (17.37 m), then 21-6 (6553 mm) 1300 (5783)
15 21'-0 (6400 mm) up to 63-0 (19.20 m), then 24-6 (7468 mm) 1450 (6450)
16 to 17 incl 22'-0 (6706 mm) up to 66-0 (20.12 m), then 25-0 (7620 mm) 1850 (8229)
18 to 20 incl 26-0 (7924 mm) 2000 (8896)
21 to 22 incl 30-0 (9144 mm) 2500 (11120)
23 to 24 incl 30-0 (9144 mm) 3100 (13789)
25 30-0 (9144 mm) 3500 (15569)
Number of lines of bridging is based on joist span dimensions.
*Last two digits of joist designation shown in load table.
**Nominal bracing force is unfactored and shown value is for horizontal bridging only. For horizontal bracing force for
X bridging divide value shown by 4.
(f) Connections
Connections to the joist chords shall be made by welding or mechanical means and shall be capable of resisting the
nominal (unfactored) horizontal force, Pbr, of Equation 104.5-3.
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 joist placement plans.
The ends of all bridging lines terminating at walls or beams shall be anchored thereto.
Ends of LH- and DLH-Series Joists resting on steel bearing plates on masonry or structural concrete shall be
attached thereto, as shown in Table 104.7-1, with a minimum of two fillet welds, or with two bolts, or the equivalent.
101
100
97
LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
Ends of LH- and DLH-Series Joists resting on steel supports shall be attached thereto, as shown in Table 104.7-1,
with two fillet welds, or with two 3/4 inch (19 mm) bolts, or the equivalent. When LH- and DLH-Series Joists are used
to provide lateral stability to the supporting member, the final connection shall be made by welding or as designated
by the specifying professional.
TABLE 104.7-1
JOIST SECTION BEARING SEAT BOLTS FOR
FILLET WELD
NUMBER* ERECTION
2 3/16 x 2
02 to 06 incl. 2 3/4 (19 mm) A307
(5 x 51 mm)
2 1/4 x 2
07 to 17 incl 2 3/4 (19 mm) A307
(6 x 51 mm)
2 1/4 x 4
18 to 25 incl 2 3/4 (19 mm) A325
(6 x 102 mm)
*Last two digits of joist designation shown in load table.
(c) Uplift
Where uplift forces are a design consideration, roof joists shall be anchored to resist such forces (Refer to Section
104.12 Uplift).
Joists shall be spaced so that the loading on each joist does not exceed the design load (LRFD or ASD) for the particular
joist designation and span as shown in the applicable load tables.
(a) Material
Floor and roof decks shall be permitted to 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 millimeters) thick.
(c) Centering
Centering for cast-in-place slabs shall be permitted to 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.
102
101
98
LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
Slabs or decks shall bear uniformly along the top chords of the joists.
(e) Attachments
The spacing of attachments along the joist top chord shall not exceed 36 inches (914 millimeters). Such attachments
of the slab or deck to the top chords of joists shall be capable of resisting the forces given in Table 104.9-1.
TABLE 104.9-1
JOIST SECTION NOMINAL FORCE REQUIRED**
NUMBER*
02 to 04 incl. 120 lbs/ft. (1.75 kN/m)
05 to 09 incl. 150 lbs/ft. (2.19 kN/m)
10 to 17 incl. 200 lbs/ft. (2.92 kN/m)
18 and 19 250 lbs/ft. (3.65 kN/m)
20 and 21 300 lbs/ft. (4.38 kN/m)
22 to 24 incl. 420 lbs/ft. (6.13 kN/m)
25 520 lbs/ft. (7.59 kN/m)
*Last two digits of joist designation shown in Load Table.
**Nominal bracing force is unfactored.
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 or Laterally Unbraced Top Chords
When the roof systems do not provide lateral stability for the joists in accordance with Section 104.9(e), i.e. as may be
the case with standing seam roofs or skylights and openings, sufficient stability shall be provided to brace the joists
laterally under the full design load. The compression chord shall 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). In any case where the attachment
requirement of Section 104.9(e) is not achieved, out-of-plane strength shall be achieved by adjusting the bridging
spacing and/or increasing the compression chord area 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 in inches (millimeters). The maximum bridging
spacing shall not exceed that specified in Section 104.5(d).
Horizontal bridging members attached to the compression chords and their anchorages shall be designed for a
compressive axial force of 0.001nP + 0.004P n 0.0025nP, where n is the number of joists between end anchors
and P is the chord design force in kips (Newtons). The attachment force between the horizontal bridging member and
the compression chord shall be 0.01P. 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.
103
102
99
LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
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 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.
104.11 PONDING
*For further reference, refer to Steel Joist Institute Technical Digest 3, Structural Design of Steel Joist
Roofs to Resist Ponding Loads and the AISC Specification for Structural Steel Buildings.
104.12 UPLIFT
Where uplift forces due to wind are a design requirement, these forces shall be indicated on the contract drawings in
terms of NET uplift in pounds per square foot (Pascals). The contract documents shall indicate if the net uplift is based
upon LRFD or ASD. When these forces are specified, they shall be considered in the design of joists and/or bridging. A
single line of bottom chord bridging shall be provided near the first bottom chord panel points whenever uplift due to
wind forces is a design consideration.
*For further reference, refer to Steel Joist Institute Technical Digest 6, Structural Design of Steel Joist
Roofs to Resist Uplift Loads.
104.13 INSPECTION
Joists shall be inspected by the manufacturer before shipment to verify 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, they shall be permitted to reserve the right to do so in their "Invitation to Bid" or the
accompanying "Job Specifications".
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.
The span of a parallel chord sloped joist shall be defined by the length along the slope. Minimum depth, load-carrying
capacity, and bridging requirements shall be determined by the sloped definition of span. The Load Table capacity shall
be the component normal to the joist.
104
103
100
LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
SECTION 105.
ERECTION STABILITY
AND HANDLING*
When it is necessary for the erector to climb on the joists, extreme caution shall be exercised since unbridged joists
exhibit some degree of instability under the erector's weight.
1) Before an employee is allowed on the steel joist: BOTH ends of joists at columns (or joists designated as column
joists) shall be attached to its supports. For all other joists a minimum of one end shall be attached before the
employee is allowed on the joist. The attachment shall be in accordance with Section 104.7 End Anchorage.
When a bolted seat connection is used for erection purposes, as a minimum, the bolts shall 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
shall be attained by a few impacts of an impact wrench or the full effort of an employee using an ordinary spud
wrench.
2) On steel joists that do not require erection bridging as shown by the unshaded area of the Load Tables, only one
employee shall be allowed on the steel joist unless all bridging is installed and anchored.
3) Where the span of the steel joist is within the Red shaded area of the Load Table, the following shall apply:
a) The row of bridging nearest the mid span of the steel joist shall be bolted diagonal erection bridging; and
b) Hoisting cables shall not be released until this bolted diagonal erection bridging is installed and anchored,
unless an alternate method of stabilizing the joist has been provided; and
c) No more than one employee shall be allowed on these spans until all other bridging is installed and anchored.
4) Where the span of the steel joist is within the Blue shaded area of the Load Table, the following shall apply:
a) All rows of bridging shall be bolted diagonal bridging; and
b) Hoisting cables shall not be released until the two rows of bolted diagonal erection bridging nearest the third
points of the steel joist are installed and anchored; and
c) No more than two employees shall be allowed on these spans until all other bridging is installed and
anchored.
5) Where the span of the steel joist is in the Gray shaded area of the Load Table, the following shall apply:
a) All rows of bridging shall be bolted diagonal bridging; and
b) Hoisting cables shall not be released until all bridging is installed and anchored; and
c) No more than two employees shall be allowed on these spans until all other bridging is installed and
anchored.
6) When permanent bridging terminus points cannot be used during erection, additional temporary bridging terminus
points are required to provide lateral stability.
7) In the case of bottom chord bearing joists, the ends of the joist shall be restrained laterally per Section 104.5(g)
before releasing the hoisting cables.
8) 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.
105
104
101
LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
2) During the construction period, loads placed on the steel joists shall be distributed so as not to exceed the
capacity of the steel joists.
3) The weight of a bundle of joist bridging shall not exceed a total of 1000 pounds (454 kilograms). The bundle of
joist bridging shall be placed on a minimum of 3 steel joists that are secured at one end. The edge of the bridging
bundle shall be positioned within 1 foot (0.30 m) of the secured end.
4) No bundle of deck shall be placed on steel joists until all bridging has been installed and anchored and all joist
bearing ends attached, unless the following conditions are met:
(2)
a) The contractor 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;
b) The bundle of decking is placed on a minimum of 3 steel joists;
c) The joists supporting the bundle of decking are attached at both ends;
d) At least one row of bridging is installed and anchored;
e) The total weight of the decking does not exceed 4000 pounds (1816 kilograms); and
f) The edge of the bundle of decking shall be placed within 1 foot (0.30 meters) of the bearing surface of the
joist end.
5) The edge of the construction load shall be placed within 1 foot (0.30 meters) of the bearing surface of the joist
end.
1) All field welding shall be performed in accordance with the contract documents. Field welding shall not damage
the joists.
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.
(d) Handling
Particular attention shall be considered for the handling and erection of LH- and DLH-Series steel joists. Care shall
be exercised at all times to avoid damage to the joists and accessories. Hoisting cables shall be attached at panel
point locations and those locations shall be selected to minimize erection stresses.
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), paragraphs 2, 3, 4 and 5 shall be anchored to prevent lateral
movement.
106
105
102
LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
Steel joists shall not be used as anchorage points for a fall arrest system unless written direction to do so is obtained
(2)
from a qualified person .
*For further reference, refer to Steel Joist Institute Technical Digest 9, "Handling and Erection of Steel
Joists and Joist Girders."
(1)
See Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926
Safety Standards for Steel Erection; Final Rule, 1926.757 Open Web Steel Joists - January 18, 2001,
Washington, D.C. for definition of construction load.
(2)
See Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926
Safety Standards for Steel Erection; Final Rule, 1926.757 Open Web Steel Joists - January 18, 2001,
Washington, D.C. for definition of qualified person.
107
106
103
LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
DEFINITION OF SPAN
(U. S. Customary Units)
CL CL
SPAN
CL
SPAN
SPAN SEAT
DEPTH
BEARING LENGTH BEARING LENGTH
108
107
104
LONGSPAN AND DEEP LONGSPAN JOISTS, LH & DLH SERIES
The BLACK figures in the Load Table give the TOTAL safe factored uniformly distributed load-carrying capacities, in
pounds per linear foot, of LRFD LH-Series Steel Joists.
The approximate joist weights, in pounds per linear foot, given in the Load Table may be added to the other building
weights to determine the unfactored DEAD load. In all cases the factored DEAD load, including the joist self-weight, must
be deducted from the TOTAL load to determine the factored LIVE load. The approximate joist weights do not include
accessories.
The RED figures in the Load Table represent the unfactored, uniform load, in pounds per linear foot, which will produce an
approximate joist deflection of 1/360 of the span. This load can be linearly prorated to obtain the unfactored, uniform load
for supplementary deflection criteria (i.e. an unfactored uniform load which will produce a joist deflection of 1/240 of the
span may be obtained by multiplying the RED figures by 360/240). In no case shall the prorated, unfactored load exceed
the unfactored TOTAL load-carrying capacity of the joist as given in the Standard ASD Load Table for Longspan Steel
Joists, LH-Series.
The Load Table applies to joists with either parallel chords or pitched top chords. Joists can have a top chord pitch up to
1/2 inch per foot. If the pitch exceeds this limit, the Load Table does not apply. When top chords are pitched, the load-
carrying capacities are determined by the nominal depth of the joists at the center of the span. Sloped parallel-chord
joists shall use span as defined by the length along the slope.
Where the joist span is in the RED SHADED area of the Load Table, the row of bridging nearest the mid span shall be
diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until this row
of bolted diagonal bridging is completely installed. The RED SHADED area extends up through 600.
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 intersections. Hoisting cables shall not be released until the two rows of bridging
nearest the third points are completely installed. The BLUE SHADED area starts after 600 and extends up through
1000.
4
The approximate gross moment of inertia (not adjusted for shear deformation), in inches , of a standard joist listed in the
Load Table may be determined as follows:
Ij = 26.767(W)(L3)(10-6), where W= RED figure in the Load Table, and
L = (span 0.33) in feet.
Loads for span increments not explicitly given in the Load Table may be determined using linear interpolation between the
load values given in adjacent span columns.
*The safe factored uniform load for the spans shown in the SAFE LOAD Column is equal to (SAFE LOAD) / (span). The
TOTAL safe factored uniformly distributed load-carrying capacity, for spans less than those shown in the SAFE LOAD
Column are given in the MAX LOAD Column.
To solve for an unfactored RED figure for spans shown in the SAFE LOAD Column (or lesser spans), multiply the
unfactored RED figure of the shortest span shown in the Load Table by (the shortest span shown in the Load Table 0.33
2 2
feet) and divide by (the actual span 0.33 feet) . In no case shall the calculated unfactored load exceed the unfactored
TOTAL load-carrying capacity of the joist as determined from the Standard ASD Load Table for Longspan Steel Joists,
LH-Series.
109
108
105
LRFD
STANDARD LOAD TABLE FOR LONGSPAN STEEL JOISTS, LH-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist Approx. Wt Depth Max SAFE LOAD*
Designation in Lbs. Per in Load in Lbs. SPAN IN FEET
Linear Ft. inches (plf) Between
(Joists only) < 22 22-25 26 27 28 29 30 31 32 33 34 35 36
18LH02 10 18 829 18240 702 663 627 586 550 517 486 459 433 409 388
313 284 259 234 212 193 175 160 147 135 124
18LH03 11 18 919 20220 781 739 700 657 613 573 538 505 475 448 424
348 317 289 262 236 213 194 177 161 148 136
18LH04 12 18 1070 23550 906 856 802 750 703 660 619 582 547 516 487
403 367 329 296 266 242 219 200 182 167 153
18LH05 15 18 1210 26610 1026 972 921 871 814 762 714 672 631 595 562
454 414 378 345 311 282 256 233 212 195 179
18LH06 15 18 1430 31470 1213 1123 1044 972 907 849 796 748 705 664 627
526 469 419 377 340 307 280 254 232 212 195
18LH07 17 18 1485 32670 1260 1213 1170 1089 1017 952 892 838 789 744 703
553 513 476 428 386 349 317 288 264 241 222
18LH08 19 18 1548 34050 1314 1264 1218 1176 1137 1075 1020 961 906 856 810
577 534 496 462 427 387 351 320 292 267 246
18LH09 21 18 1658 36480 1404 1351 1302 1257 1215 1174 1138 1069 1006 949 897
616 571 527 491 458 418 380 346 316 289 266
< 23 23-25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
20LH02 10 20 747 17190 663 655 646 615 582 547 516 487 460 436 412 393 373 355 337
306 303 298 274 250 228 208 190 174 160 147 136 126 117 108
20LH03 11 20 793 18240 703 694 687 678 651 621 592 558 528 499 474 448 424 403 382
337 333 317 302 280 258 238 218 200 184 169 156 143 133 123
20LH04 12 20 972 22350 861 849 837 792 744 700 660 624 589 558 529 502 477 454 433
428 406 386 352 320 291 265 243 223 205 189 174 161 149 139
20LH05 14 20 1045 24030 924 913 903 892 856 816 769 726 687 651 616 585 556 529 504
459 437 416 395 366 337 308 281 258 238 219 202 187 173 161
20LH06 15 20 1394 32070 1233 1186 1144 1084 1018 952 894 840 790 745 703 666 631 598 568
606 561 521 477 427 386 351 320 292 267 246 226 209 192 178
20LH07 17 20 1487 34200 1317 1267 1221 1179 1140 1066 1000 940 885 834 789 745 706 670 637
647 599 556 518 484 438 398 362 331 303 278 256 236 218 202
20LH08 19 20 1534 35280 1362 1309 1263 1219 1177 1140 1083 1030 981 931 882 837 795 754 718
669 619 575 536 500 468 428 395 365 336 309 285 262 242 225
20LH09 21 20 1679 38610 1485 1429 1377 1329 1284 1242 1203 1167 1132 1068 1009 954 904 858 816
729 675 626 581 542 507 475 437 399 366 336 309 285 264 244
20LH10 23 20 1810 41640 1602 1542 1486 1434 1386 1341 1297 1258 1221 1186 1122 1060 1005 954 906
786 724 673 626 585 545 510 479 448 411 377 346 320 296 274
106
LRFD
STANDARD LOAD TABLE FOR LONGSPAN STEEL JOISTS, LH-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist Approx. Wt Depth Max SAFELOAD*
Designation in Lbs. Per in Load in Lbs. SPAN IN FEET
Linear Ft. inches (plf) Between
(Joists only) < 29 29-33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48
24LH03 11 24 601 17430 513 508 504 484 460 439 418 400 382 366 351 336 322 310 298
235 226 218 204 188 175 162 152 141 132 124 116 109 102 96
24LH04 12 24 737 21360 628 597 568 540 514 490 468 447 427 409 393 376 361 346 333
288 265 246 227 210 195 182 169 158 148 138 130 122 114 107
24LH05 13 24 789 22890 673 669 660 628 598 570 544 520 496 475 456 436 420 403 387
308 297 285 264 244 226 210 196 182 171 160 150 141 132 124
24LH06 16 24 1061 30780 906 868 832 795 756 720 685 655 625 598 571 546 522 501 480
411 382 356 331 306 284 263 245 228 211 197 184 172 161 152
24LH07 17 24 1166 33810 997 957 919 882 847 811 774 736 702 669 639 610 583 559 535
452 421 393 367 343 320 297 276 257 239 223 208 195 182 171
24LH08 18 24 1243 36060 1060 1015 973 933 895 858 817 780 745 712 682 652 625 600 576
480 447 416 388 362 338 314 292 272 254 238 222 208 196 184
24LH09 21 24 1464 42450 1248 1212 1177 1146 1096 1044 994 948 903 861 822 786 751 720 690
562 530 501 460 424 393 363 337 313 292 272 254 238 223 209
24LH10 23 24 1547 44850 1323 1284 1248 1213 1182 1152 1105 1053 1002 955 912 873 834 799 766
596 559 528 500 474 439 406 378 351 326 304 285 266 249 234
24LH11 25 24 1630 47280 1390 1350 1312 1276 1243 1210 1180 1152 1101 1051 1006 963 924 885 850
624 588 555 525 498 472 449 418 388 361 337 315 294 276 259
< 34 34-41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56
28LH05 13 28 623 21180 505 484 465 445 429 412 397 382 367 355 342 330 319 309 298
219 205 192 180 169 159 150 142 133 126 119 113 107 102 97
28LH06 16 28 828 28140 672 643 618 592 568 546 525 505 486 469 451 436 421 406 393
289 270 253 238 223 209 197 186 175 166 156 148 140 133 126
28LH07 17 28 934 31770 757 726 696 667 640 615 591 568 547 528 508 490 474 457 442
326 305 285 267 251 236 222 209 197 186 176 166 158 150 142
28LH08 18 28 1001 34020 810 775 744 712 684 657 630 604 580 556 535 516 496 478 462
348 325 305 285 268 252 236 222 209 196 185 175 165 156 148
28LH09 21 28 1232 41880 1000 958 918 879 844 810 778 748 721 694 669 645 622 601 580
428 400 375 351 329 309 291 274 258 243 228 216 204 193 183
28LH10 23 28 1347 45810 1093 1056 1018 976 937 900 864 831 799 769 742 715 690 666 643
466 439 414 388 364 342 322 303 285 269 255 241 228 215 204
28LH11 25 28 1445 49140 1170 1143 1104 1066 1023 982 943 907 873 841 810 781 753 727 702
498 475 448 423 397 373 351 331 312 294 278 263 249 236 223
28LH12 27 28 1587 53970 1285 1255 1227 1200 1173 1149 1105 1063 1023 984 948 913 880 849 819
545 520 496 476 454 435 408 383 361 340 321 303 285 270 256
28LH13 30 28 1654 56250 1342 1311 1281 1252 1224 1198 1173 1149 1126 1083 1041 1002 964 930 897
569 543 518 495 472 452 433 415 396 373 352 332 314 297 281
< 39 39-46 47-49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64
32LH06 14 32 647 25230 25230 507 489 472 456 441 426 412 399 385 373 363 351 340 330 321
211 199 189 179 169 161 153 145 138 131 125 119 114 108 104
32LH07 16 32 728 28380 28380 568 549 529 511 493 477 462 447 432 418 406 393 381 370 360
235 223 211 200 189 179 170 162 154 146 140 133 127 121 116
32LH08 17 32 790 30810 30810 616 595 574 553 535 517 499 483 468 453 439 426 412 400 388
255 242 229 216 205 194 184 175 167 159 151 144 137 131 125
32LH09 21 32 992 38670 38670 774 747 720 694 670 648 627 606 586 568 550 534 517 502 487
319 302 285 270 256 243 230 219 208 198 189 180 172 164 157
32LH10 21 32 1096 42750 42750 856 825 796 768 742 717 693 667 645 624 603 583 564 546 529
352 332 315 297 282 267 254 240 228 217 206 196 186 178 169
32LH11 24 32 1201 46830 46830 937 903 870 840 811 783 757 732 709 687 664 643 624 604 585
385 363 343 325 308 292 277 263 251 239 227 216 206 196 187
32LH12 27 32 1409 54960 54960 1101 1068 1032 996 961 928 897 867 838 811 786 762 738 715 694
450 428 406 384 364 345 327 311 295 281 267 255 243 232 221
32LH13 30 32 1572 61320 61320 1225 1201 1177 1156 1113 1072 1035 999 964 931 900 871 843 816 790
500 480 461 444 420 397 376 354 336 319 304 288 275 262 249
32LH14 33 32 1618 63120 63120 1264 1239 1215 1192 1170 1149 1107 1069 1032 997 964 933 903 874 846
515 495 476 458 440 417 395 374 355 337 321 304 290 276 264
32LH15 35 32 1673 65250 65250 1305 1279 1255 1231 1207 1186 1164 1144 1125 1087 1051 1017 984 952 924
532 511 492 473 454 438 422 407 393 374 355 338 322 306 292
< 43 43-46 47-56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72
36LH07 16 36 590 25350 25350 438 424 411 399 387 376 366 355 345 336 327 318 310 301 294
177 168 160 153 146 140 134 128 122 117 112 107 103 99 95
36LH08 18 36 649 27900 27900 481 466 453 439 426 414 402 390 379 369 358 349 340 331 322
194 185 176 168 160 153 146 140 134 128 123 118 113 109 104
36LH09 21 36 832 35760 35760 616 597 579 561 544 528 513 499 484 471 459 445 433 423 412
247 235 224 214 204 195 186 179 171 163 157 150 144 138 133
36LH10 21 36 916 39390 39390 681 660 639 619 601 583 567 550 535 520 507 492 480 466 454
273 260 248 236 225 215 206 197 188 180 173 165 159 152 146
36LH11 23 36 1000 42990 42990 742 720 697 676 657 637 618 601 583 567 552 537 522 508 495
297 283 269 257 246 234 224 214 205 196 188 180 173 166 159
36LH12 25 36 1197 51450 51450 889 862 835 810 784 762 739 717 696 675 655 636 618 600 583
354 338 322 307 292 279 267 255 243 232 222 213 204 195 187
36LH13 30 36 1407 60510 60510 1045 1012 981 951 922 894 868 843 819 796 774 753 732 712 694
415 395 376 359 342 327 312 298 285 273 262 251 240 231 222
36LH14 36 36 1551 66690 66690 1152 1132 1093 1059 1024 991 961 931 903 876 850 826 802 780 757
456 434 412 392 373 356 339 323 309 295 283 270 259 247 237
36LH15 36 36 1635 70320 70320 1213 1192 1171 1153 1116 1081 1047 1015 984 955 927 900 874 850 826
480 464 448 434 413 394 375 358 342 327 312 299 286 274 263
107
LRFD
STANDARD LOAD TABLE FOR LONGSPAN STEEL JOISTS, LH-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist Approx. Wt Depth Max SAFELOAD*
Designation in Lbs. Per in Load in Lbs. SPAN IN FEET
Linear Ft. inches (plf) Between
(Joists Only) < 48 48-59 60-65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80
40LH08 16 40 521 25020 25020 381 370 361 351 342 333 325 316 309 301 294 288 280 274 267
150 144 138 132 127 122 117 112 108 104 100 97 93 90 86
40LH09 21 40 685 32880 32880 498 484 472 459 447 436 424 414 403 394 384 375 366 358 349
196 188 180 173 166 160 153 147 141 136 131 126 122 118 113
40LH10 21 40 754 36180 36180 550 535 520 507 493 481 469 457 445 435 424 414 403 393 382
216 207 198 190 183 176 169 162 156 150 144 139 134 129 124
40LH11 22 40 823 39510 39510 598 582 567 552 537 523 510 498 484 472 462 450 439 429 418
234 224 215 207 198 190 183 176 169 163 157 151 145 140 135
40LH12 25 40 1002 48090 48090 729 708 688 670 652 636 619 603 588 573 559 546 532 519 507
285 273 261 251 241 231 222 213 205 197 189 182 176 169 163
40LH13 30 40 1181 56700 56700 859 835 813 792 771 750 730 712 694 676 660 643 628 613 598
334 320 307 295 283 271 260 250 241 231 223 214 207 199 192
40LH14 35 40 1351 64830 64830 984 957 930 904 880 856 834 813 792 772 753 735 717 699 682
383 367 351 336 323 309 297 285 273 263 252 243 233 225 216
40LH15 36 40 1511 72510 72510 1101 1068 1036 1006 978 949 924 898 874 850 828 807 786 766 747
427 408 390 373 357 342 328 315 302 290 279 268 258 248 239
40LH16 42 40 1665 79920 79920 1212 1194 1176 1158 1141 1126 1095 1065 1036 1009 982 957 933 909 886
469 455 441 428 416 404 387 371 356 342 329 316 304 292 282
< 53 53-59 60-73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88
44LH09 19 44 569 30150 30150 408 397 388 379 370 363 354 346 339 331 324 316 310 303 297
158 152 146 141 136 131 127 122 118 114 110 106 103 99 96
44LH10 21 44 628 33300 33300 450 439 429 418 408 399 390 381 373 364 357 349 342 334 327
174 168 162 155 150 144 139 134 130 125 121 117 113 110 106
44LH11 22 44 679 36000 36000 487 475 465 453 442 433 423 414 403 396 387 378 370 363 354
188 181 175 168 162 157 151 146 140 136 131 127 123 119 115
44LH12 25 44 842 44610 44610 603 589 574 561 547 534 520 508 496 484 472 462 450 439 430
232 224 215 207 200 192 185 179 172 166 160 155 149 144 139
44LH13 30 44 998 52890 52890 715 699 681 666 649 634 619 606 592 579 565 553 541 529 519
275 265 254 246 236 228 220 212 205 198 191 185 179 173 167
44LH14 31 44 1148 60870 60870 823 801 780 759 739 721 703 685 669 654 637 622 609 594 580
315 302 291 279 268 259 249 240 231 223 215 207 200 193 187
44LH15 36 44 1336 70830 70830 958 934 912 889 868 847 826 805 786 768 750 732 714 699 682
366 352 339 326 314 303 292 281 271 261 252 243 234 227 219
44LH16 42 44 1541 81660 81660 1105 1078 1051 1026 1002 978 955 933 912 891 870 852 832 814 796
421 405 390 375 362 348 336 324 313 302 291 282 272 263 255
44LH17 47 44 1655 87690 87690 1185 1170 1153 1138 1125 1098 1072 1048 1024 1000 978 957 936 915 895
450 438 426 415 405 390 376 363 351 338 327 316 305 295 285
< 57 57-59 60-81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96
48LH10 21 48 528 30120 30120 369 361 354 346 339 331 325 318 312 306 300 294 288 282 277
141 136 132 127 123 119 116 112 108 105 102 99 96 93 90
48LH11 22 48 573 32670 32670 399 390 382 373 366 358 351 343 337 330 324 318 312 306 300
152 147 142 137 133 129 125 120 117 113 110 106 103 100 97
48LH12 25 48 724 41250 41250 504 493 483 472 462 451 442 433 424 415 408 399 391 384 376
191 185 179 173 167 161 156 151 147 142 138 133 129 126 122
48LH13 29 48 867 49410 49410 603 589 576 564 552 540 529 517 507 498 487 477 468 459 450
228 221 213 206 199 193 187 180 175 170 164 159 154 150 145
48LH14 32 48 1023 58290 58290 712 696 681 666 651 637 624 610 598 585 574 562 550 540 529
269 260 251 243 234 227 220 212 206 199 193 187 181 176 171
48LH15 36 48 1176 67020 67020 817 799 781 765 748 732 717 702 687 672 658 645 633 619 607
308 298 287 278 269 260 252 244 236 228 221 214 208 201 195
48LH16 42 48 1355 77250 77250 943 922 901 882 864 844 826 810 792 777 760 745 730 715 702
355 343 331 320 310 299 289 280 271 263 255 247 239 232 225
48LH17 47 48 1522 86760 86760 1059 1035 1012 990 969 948 928 909 889 871 853 837 820 804 787
397 383 371 358 346 335 324 314 304 294 285 276 268 260 252
108
American National Standard SJI-LH/DLH-2010
The BLACK figures in the Load Table give the TOTAL safe uniformly distributed load-carrying capacities, in pounds per
linear foot, of ASD LH-Series Steel Joists.
The approximate joist weights, in pounds per linear foot, given in the Load Table may be added to the other building
weights to determine the DEAD load. In all cases the DEAD load, including the joist self-weight, must be deducted from
the TOTAL load to determine the LIVE load. The approximate joist weights do not include accessories.
The RED figures in the Load Table represent the uniform load, in pounds per linear foot, which will produce an
approximate joist deflection of 1/360 of the span. This load can be linearly prorated to obtain the uniform load for
supplementary deflection criteria (i.e. a uniform load that will produce a joist deflection of 1/240 of the span may be
obtained by multiplying the RED figures by 360/240). In no case shall the prorated load exceed the TOTAL load-carrying
capacity of the joist.
The Load Table applies to joists with either parallel chords or pitched top chords. Joists can have a top chord pitch up to
1/2 inch per foot. If the pitch exceeds this limit, the Load Table does not apply. When top chords are pitched, the load-
carrying capacities are determined by the nominal depth of the joists at the center of the span. Sloped parallel-chord
joists shall use span as defined by the length along the slope.
Where the joist span is in the RED SHADED area of the Load Table, the row of bridging nearest the mid span shall be
diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until this row
of bolted diagonal bridging is completely installed. The RED SHADED area extends up through 600.
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 intersections. Hoisting cables shall not be released until the two rows of bridging
nearest the third points are completely installed. The BLUE SHADED area starts after 600 and extends up through
1000.
4
The approximate gross moment of inertia (not adjusted for shear deformation), in inches , of a standard joist listed in the
Load Table may be determined as follows:
Ij = 26.767(W)(L3)(10-6), where W= RED figure in the Load Table, and
L = (span 0.33) in feet.
Loads for span increments not explicitly given in the Load Table may be determined using linear interpolation between the
load values given in adjacent span columns.
*The safe uniform load for the spans shown in the SAFE LOAD Column is equal to (SAFE LOAD) / (span). The TOTAL
safe uniformly distributed load-carrying capacity, for spans less than those shown in the SAFE LOAD Column are given in
the MAX LOAD Column.
To solve for a RED figure for spans shown in the SAFE LOAD Column (or lesser spans), multiply the RED figure of the
2
shortest span shown in the Load Table by (the shortest span shown in the Load Table 0.33 feet) and divide by (the
2
actual span 0.33 feet) . In no case shall the calculated load exceed the TOTAL load-carrying capacity of the joist.
113
112
109
ASD
STANDARD LOAD TABLE FOR LONGSPAN STEEL JOISTS, LH-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist Approx. Wt Depth Max SAFE LOAD*
Designation in Lbs. Per in Load in Lbs. SPAN IN FEET
Linear Ft. inches (plf) Between
(Joists only) < 22 22-25 26 27 28 29 30 31 32 33 34 35 36
18LH02 10 18 553 12160 468 442 418 391 367 345 324 306 289 273 259
313 284 259 234 212 193 175 160 147 135 124
18LH03 11 18 613 13480 521 493 467 438 409 382 359 337 317 299 283
348 317 289 262 236 213 194 177 161 148 136
18LH04 12 18 714 15700 604 571 535 500 469 440 413 388 365 344 325
403 367 329 296 266 242 219 200 182 167 153
18LH05 15 18 806 17740 684 648 614 581 543 508 476 448 421 397 375
454 414 378 345 311 282 256 233 212 195 179
18LH06 15 18 954 20980 809 749 696 648 605 566 531 499 470 443 418
526 469 419 377 340 307 280 254 232 212 195
18LH07 17 18 990 21780 840 809 780 726 678 635 595 559 526 496 469
553 513 476 428 386 349 317 288 264 241 222
18LH08 19 18 1032 22700 876 843 812 784 758 717 680 641 604 571 540
577 534 496 462 427 387 351 320 292 267 246
18LH09 21 18 1105 24320 936 901 868 838 810 783 759 713 671 633 598
616 571 527 491 458 418 380 346 316 289 266
< 23 23-25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40
20LH02 10 20 498 11460 442 437 431 410 388 365 344 325 307 291 275 262 249 237 225
306 303 298 274 250 228 208 190 174 160 147 136 126 117 108
20LH03 11 20 529 12160 469 463 458 452 434 414 395 372 352 333 316 299 283 269 255
337 333 317 302 280 258 238 218 200 184 169 156 143 133 123
20LH04 12 20 648 14900 574 566 558 528 496 467 440 416 393 372 353 335 318 303 289
428 406 386 352 320 291 265 243 223 205 189 174 161 149 139
20LH05 14 20 697 16020 616 609 602 595 571 544 513 484 458 434 411 390 371 353 336
459 437 416 395 366 337 308 281 258 238 219 202 187 173 161
20LH06 15 20 930 21380 822 791 763 723 679 635 596 560 527 497 469 444 421 399 379
606 561 521 477 427 386 351 320 292 267 246 226 209 192 178
20LH07 17 20 991 22800 878 845 814 786 760 711 667 627 590 556 526 497 471 447 425
647 599 556 518 484 438 398 362 331 303 278 256 236 218 202
20LH08 19 20 1023 23520 908 873 842 813 785 760 722 687 654 621 588 558 530 503 479
669 619 575 536 500 468 428 395 365 336 309 285 262 242 225
20LH09 21 20 1119 25740 990 953 918 886 856 828 802 778 755 712 673 636 603 572 544
729 675 626 581 542 507 475 437 399 366 336 309 285 264 244
20LH10 23 20 1207 27760 1068 1028 991 956 924 894 865 839 814 791 748 707 670 636 604
786 724 673 626 585 545 510 479 448 411 377 346 320 296 274
110
ASD
STANDARD LOAD TABLE FOR LONGSPAN STEEL JOISTS, LH-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist Approx. Wt Depth Max SAFELOAD*
Designation in Lbs. Per in Load in Lbs. SPAN IN FEET
Linear Ft. inches (plf) Between
(Joists only) < 29 29-33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48
24LH03 11 24 401 11620 342 339 336 323 307 293 279 267 255 244 234 224 215 207 199
235 226 218 204 188 175 162 152 141 132 124 116 109 102 96
24LH04 12 24 491 14240 419 398 379 360 343 327 312 298 285 273 262 251 241 231 222
288 265 246 227 210 195 182 169 158 148 138 130 122 114 107
24LH05 13 24 526 15260 449 446 440 419 399 380 363 347 331 317 304 291 280 269 258
308 297 285 264 244 226 210 196 182 171 160 150 141 132 124
24LH06 16 24 708 20520 604 579 555 530 504 480 457 437 417 399 381 364 348 334 320
411 382 356 331 306 284 263 245 228 211 197 184 172 161 152
24LH07 17 24 777 22540 665 638 613 588 565 541 516 491 468 446 426 407 389 373 357
452 421 393 367 343 320 297 276 257 239 223 208 195 182 171
24LH08 18 24 829 24040 707 677 649 622 597 572 545 520 497 475 455 435 417 400 384
480 447 416 388 362 338 314 292 272 254 238 222 208 196 184
24LH09 21 24 976 28300 832 808 785 764 731 696 663 632 602 574 548 524 501 480 460
562 530 501 460 424 393 363 337 313 292 272 254 238 223 209
24LH10 23 24 1031 29900 882 856 832 809 788 768 737 702 668 637 608 582 556 533 511
596 559 528 500 474 439 406 378 351 326 304 285 266 249 234
24LH11 25 24 1087 31520 927 900 875 851 829 807 787 768 734 701 671 642 616 590 567
624 588 555 525 498 472 449 418 388 361 337 315 294 276 259
< 34 34-41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56
28LH05 13 28 415 14120 337 323 310 297 286 275 265 255 245 237 228 220 213 206 199
219 205 192 180 169 159 150 142 133 126 119 113 107 102 97
28LH06 16 28 552 18760 448 429 412 395 379 364 350 337 324 313 301 291 281 271 262
289 270 253 238 223 209 197 186 175 166 156 148 140 133 126
28LH07 17 28 623 21180 505 484 464 445 427 410 394 379 365 352 339 327 316 305 295
326 305 285 267 251 236 222 209 197 186 176 166 158 150 142
28LH08 18 28 667 22680 540 517 496 475 456 438 420 403 387 371 357 344 331 319 308
348 325 305 285 268 252 236 222 209 196 185 175 165 156 148
28LH09 21 28 821 27920 667 639 612 586 563 540 519 499 481 463 446 430 415 401 387
428 400 375 351 329 309 291 274 258 243 228 216 204 193 183
28LH10 23 28 898 30540 729 704 679 651 625 600 576 554 533 513 495 477 460 444 429
466 439 414 388 364 342 322 303 285 269 255 241 228 215 204
28LH11 25 28 964 32760 780 762 736 711 682 655 629 605 582 561 540 521 502 485 468
498 475 448 423 397 373 351 331 312 294 278 263 249 236 223
28LH12 27 28 1058 35980 857 837 818 800 782 766 737 709 682 656 632 609 587 566 546
545 520 496 476 454 435 408 383 361 340 321 303 285 270 256
28LH13 30 28 1103 37500 895 874 854 835 816 799 782 766 751 722 694 668 643 620 598
569 543 518 495 472 452 433 415 396 373 352 332 314 297 281
< 39 39-46 47-49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64
32LH06 14 32 431 16820 16820 338 326 315 304 294 284 275 266 257 249 242 234 227 220 214
211 199 189 179 169 161 153 145 138 131 125 119 114 108 104
32LH07 16 32 485 18920 18920 379 366 353 341 329 318 308 298 288 279 271 262 254 247 240
235 223 211 200 189 179 170 162 154 146 140 133 127 121 116
32LH08 17 32 527 20540 20540 411 397 383 369 357 345 333 322 312 302 293 284 275 267 259
255 242 229 216 205 194 184 175 167 159 151 144 137 131 125
32LH09 21 32 661 25780 25780 516 498 480 463 447 432 418 404 391 379 367 356 345 335 325
319 302 285 270 256 243 230 219 208 198 189 180 172 164 157
32LH10 21 32 731 28500 28500 571 550 531 512 495 478 462 445 430 416 402 389 376 364 353
352 332 315 297 282 267 254 240 228 217 206 196 186 178 169
32LH11 24 32 801 31220 31220 625 602 580 560 541 522 505 488 473 458 443 429 416 403 390
385 363 343 325 308 292 277 263 251 239 227 216 206 196 187
32LH12 27 32 939 36640 36640 734 712 688 664 641 619 598 578 559 541 524 508 492 477 463
450 428 406 384 364 345 327 311 295 281 267 255 243 232 221
32LH13 30 32 1048 40880 40880 817 801 785 771 742 715 690 666 643 621 600 581 562 544 527
500 480 461 444 420 397 376 354 336 319 304 288 275 262 249
32LH14 33 32 1079 42080 42080 843 826 810 795 780 766 738 713 688 665 643 622 602 583 564
515 495 476 458 440 417 395 374 355 337 321 304 290 276 264
32LH15 35 32 1115 43500 43500 870 853 837 821 805 791 776 763 750 725 701 678 656 635 616
532 511 492 473 454 438 422 407 393 374 355 338 322 306 292
< 43 43-46 47-56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72
36LH07 16 36 393 16900 16900 292 283 274 266 258 251 244 237 230 224 218 212 207 201 196
177 168 160 153 146 140 134 128 122 117 112 107 103 99 95
36LH08 18 36 433 18600 18600 321 311 302 293 284 276 268 260 253 246 239 233 227 221 215
194 185 176 168 160 153 146 140 134 128 123 118 113 109 104
36LH09 21 36 554 23840 23840 411 398 386 374 363 352 342 333 323 314 306 297 289 282 275
247 235 224 214 204 195 186 179 171 163 157 150 144 138 133
36LH10 21 36 611 26260 26260 454 440 426 413 401 389 378 367 357 347 338 328 320 311 303
273 260 248 236 225 215 206 197 188 180 173 165 159 152 146
36LH11 23 36 667 28660 28660 495 480 465 451 438 425 412 401 389 378 368 358 348 339 330
297 283 269 257 246 234 224 214 205 196 188 180 173 166 159
36LH12 25 36 798 34300 34300 593 575 557 540 523 508 493 478 464 450 437 424 412 400 389
354 338 322 307 292 279 267 255 243 232 222 213 204 195 187
36LH13 30 36 938 40340 40340 697 675 654 634 615 596 579 562 546 531 516 502 488 475 463
415 395 376 359 342 327 312 298 285 273 262 251 240 231 222
36LH14 36 36 1034 44460 44460 768 755 729 706 683 661 641 621 602 584 567 551 535 520 505
456 434 412 392 373 356 339 323 309 295 283 270 259 247 237
36LH15 36 36 1090 46880 46880 809 795 781 769 744 721 698 677 656 637 618 600 583 567 551
480 464 448 434 413 394 375 358 342 327 312 299 286 274 263
111
ASD
STANDARD LOAD TABLE FOR LONGSPAN STEEL JOISTS, LH-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf)
Joist Approx. Wt Depth Max SAFELOAD*
Designation in Lbs. Per in Load in Lbs. SPAN IN FEET
Linear Ft. inches (plf) Between
(Joists Only) < 48 48-59 60-65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80
40LH08 16 40 348 16680 16680 254 247 241 234 228 222 217 211 206 201 196 192 187 183 178
150 144 138 132 127 122 117 112 108 104 100 97 93 90 86
40LH09 21 40 457 21920 21920 332 323 315 306 298 291 283 276 269 263 256 250 244 239 233
196 188 180 173 166 160 153 147 141 136 131 126 122 118 113
40LH10 21 40 503 24120 24120 367 357 347 338 329 321 313 305 297 290 283 276 269 262 255
216 207 198 190 183 176 169 162 156 150 144 139 134 129 124
40LH11 22 40 549 26340 26340 399 388 378 368 358 349 340 332 323 315 308 300 293 286 279
234 224 215 207 198 190 183 176 169 163 157 151 145 140 135
40LH12 25 40 668 32060 32060 486 472 459 447 435 424 413 402 392 382 373 364 355 346 338
285 273 261 251 241 231 222 213 205 197 189 182 176 169 163
40LH13 30 40 788 37800 37800 573 557 542 528 514 500 487 475 463 451 440 429 419 409 399
334 320 307 295 283 271 260 250 241 231 223 214 207 199 192
40LH14 35 40 900 43220 43220 656 638 620 603 587 571 556 542 528 515 502 490 478 466 455
383 367 351 336 323 309 297 285 273 263 252 243 233 225 216
40LH15 36 40 1007 48340 48340 734 712 691 671 652 633 616 599 583 567 552 538 524 511 498
427 408 390 373 357 342 328 315 302 290 279 268 258 248 239
40LH16 42 40 1110 53280 53280 808 796 784 772 761 751 730 710 691 673 655 638 622 606 591
469 455 441 428 416 404 387 371 356 342 329 316 304 292 282
< 53 53-59 60-73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88
44LH09 19 44 379 20100 20100 272 265 259 253 247 242 236 231 226 221 216 211 207 202 198
158 152 146 141 136 131 127 122 118 114 110 106 103 99 96
44LH10 21 44 419 22200 22200 300 293 286 279 272 266 260 254 249 243 238 233 228 223 218
174 168 162 155 150 144 139 134 130 125 121 117 113 110 106
44LH11 22 44 453 24000 24000 325 317 310 302 295 289 282 276 269 264 258 252 247 242 236
188 181 175 168 162 157 151 146 140 136 131 127 123 119 115
44LH12 25 44 561 29740 29740 402 393 383 374 365 356 347 339 331 323 315 308 300 293 287
232 224 215 207 200 192 185 179 172 166 160 155 149 144 139
44LH13 30 44 665 35260 35260 477 466 454 444 433 423 413 404 395 386 377 369 361 353 346
275 265 254 246 236 228 220 212 205 198 191 185 179 173 167
44LH14 31 44 766 40580 40580 549 534 520 506 493 481 469 457 446 436 425 415 406 396 387
315 302 291 279 268 259 249 240 231 223 215 207 200 193 187
44LH15 36 44 891 47220 47220 639 623 608 593 579 565 551 537 524 512 500 488 476 466 455
366 352 339 326 314 303 292 281 271 261 252 243 234 227 219
44LH16 42 44 1027 54440 54440 737 719 701 684 668 652 637 622 608 594 580 568 555 543 531
421 405 390 375 362 348 336 324 313 302 291 282 272 263 255
44LH17 47 44 1103 58460 58460 790 780 769 759 750 732 715 699 683 667 652 638 624 610 597
450 438 426 415 405 390 376 363 351 338 327 316 305 295 285
< 57 57-59 60-81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96
48LH10 21 48 352 20080 20080 246 241 236 231 226 221 217 212 208 204 200 196 192 188 185
141 136 132 127 123 119 116 112 108 105 102 99 96 93 90
48LH11 22 48 382 21780 21780 266 260 255 249 244 239 234 229 225 220 216 212 208 204 200
152 147 142 137 133 129 125 120 117 113 110 106 103 100 97
48LH12 25 48 482 27500 27500 336 329 322 315 308 301 295 289 283 277 272 266 261 256 251
191 185 179 173 167 161 156 151 147 142 138 133 129 126 122
48LH13 29 48 578 32940 32940 402 393 384 376 368 360 353 345 338 332 325 318 312 306 300
228 221 213 206 199 193 187 180 175 170 164 159 154 150 145
48LH14 32 48 682 38860 38860 475 464 454 444 434 425 416 407 399 390 383 375 367 360 353
269 260 251 243 234 227 220 212 206 199 193 187 181 176 171
48LH15 36 48 784 44680 44680 545 533 521 510 499 488 478 468 458 448 439 430 422 413 405
308 298 287 278 269 260 252 244 236 228 221 214 208 201 195
48LH16 42 48 904 51500 51500 629 615 601 588 576 563 551 540 528 518 507 497 487 477 468
355 343 331 320 310 299 289 280 271 263 255 247 239 232 225
48LH17 47 48 1015 57840 57840 706 690 675 660 646 632 619 606 593 581 569 558 547 536 525
397 383 371 358 346 335 324 314 304 294 285 276 268 260 252
112
American National Standard SJI-LH/DLH-2010
The BLACK figures in the Load Table give the TOTAL safe factored uniformly distributed load-carrying capacities, in
pounds per linear foot, of LRFD DLH-Series Steel Joists.
The approximate joist weights, in pounds per linear foot, given in the Load Table may be added to the other building
weights to determine the unfactored DEAD load. In all cases the factored DEAD load, including the joist self-weight, must
be deducted from the TOTAL load to determine the factored LIVE load. The approximate joist weights do not include
accessories.
The RED figures in the Load Table represent the unfactored, uniform load, in pounds per linear foot, which will produce an
approximate joist deflection of 1/360 of the span. This load can be linearly prorated to obtain the unfactored, uniform load
for supplementary deflection criteria (i.e. the unfactored uniform load which will produce a joist deflection of 1/240 of the
span may be obtained by multiplying the RED figures by 360/240). In no case shall the prorated, unfactored load exceed
the unfactored TOTAL load-carrying capacity of the joist as given in the Standard ASD Load Table for Deep Longspan
Steel Joists, DLH-Series.
The Load Table applies to joists with either parallel chords or pitched top chords. Joists can have a top chord pitch up to
1/2 inch per foot. If the pitch exceeds this limit, the Load Table does not apply. When top chords are pitched, the load-
carrying capacities are determined by the nominal depth of the joists at the center of the span. Sloped parallel-chord
joists shall use span as defined by the length along the slope.
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 intersections. Hoisting cables shall not be released until the two rows of bridging
nearest the third points are completely installed. The BLUE SHADED area starts after 600 and extends up through
1000.
Where the joist span is in the GRAY SHADED area of the Load Table, all rows of bridging shall be diagonal bridging with
bolted connections at chords and intersections. Hoisting cables shall not be released until all rows of bridging are
completely installed. The GRAY SHADED area starts after 1000 and extends up through 2400.
4
The approximate gross moment of inertia (not adjusted for shear deformation), in inches , of a standard joist listed in the
Load Table may be determined as follows:
Ij = 26.767(W)(L3)(10-6), where W= RED figure in the Load Table, and
L = (span - 0.33) in feet.
Loads for span increments not explicitly given in the Load Table may be determined using linear interpolation between the
load values given in adjacent span columns.
*The safe factored uniform load for the spans shown in the SAFE LOAD Column is equal to (SAFE LOAD) / (span). The
TOTAL safe factored uniformly distributed load-carrying capacity, for spans less than those shown in the SAFE LOAD
Column are given in the MAX LOAD Column.
To solve for an unfactored RED figure for spans shown in the SAFE LOAD Column (or lesser spans), multiply the
unfactored RED figure of the shortest span shown in the Load Table by (the shortest span shown in the Load Table - 0.33
2 2
feet) and divide by (the actual span - 0.33 feet) . In no case shall the calculated unfactored load exceed the unfactored
TOTAL load-carrying capacity of the joist as determined from the Standard ASD Load Table for Deep Longspan Steel
Joists, DLH-Series.
117
116
113
LRFD
STANDARD LOAD TABLE LONGSPAN STEEL JOISTS, DLH-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown in Pounds per Linear Foot (plf)
Joist Approx. Wt Depth Max SAFE LOAD*
Designation in Lbs. Per in Load in Lbs. SPAN IN FEET
Linear Ft inches plf Between
(Joists only) < 62 62-89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104
52DLH10 25 52 648 40200 447 436 427 418 409 400 391 384 376 369 361 354 346 340 334
171 165 159 154 150 145 140 136 132 128 124 120 116 114 110
52DLH11 26 52 712 44130 490 480 469 459 448 439 430 421 412 405 396 388 381 373 366
187 181 174 169 164 158 153 149 144 140 135 132 128 124 120
52DLH12 29 52 794 49230 547 535 523 513 501 490 480 471 460 451 442 433 426 417 409
204 197 191 185 179 173 168 163 158 153 149 144 140 135 132
52DLH13 34 52 964 59760 664 649 636 621 609 595 583 571 559 549 537 526 516 507 496
247 239 231 224 216 209 203 197 191 185 180 174 170 164 159
52DLH14 39 52 1103 68370 760 745 729 714 699 685 670 657 645 631 619 607 595 585 573
276 266 258 249 242 234 227 220 213 207 201 194 189 184 178
52DLH15 42 52 1239 76800 853 835 817 799 783 766 750 735 720 705 691 676 664 651 639
311 301 291 282 272 264 256 247 240 233 226 219 213 207 201
52DLH16 45 52 1335 82800 921 901 882 862 844 826 810 792 777 760 745 730 717 702 688
346 335 324 314 304 294 285 276 267 260 252 245 237 230 224
52DLH17 52 52 1537 95310 1059 1036 1014 991 970 951 930 912 892 874 858 840 823 808 792
395 381 369 357 346 335 324 315 304 296 286 279 270 263 255
<67 67-97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112
56DLH11 26 56 631 42300 432 424 415 408 400 393 385 379 372 366 358 352 346 340 334
169 163 158 153 149 145 140 136 133 129 125 122 118 115 113
56DLH12 30 56 725 48600 496 486 477 468 459 450 442 433 426 417 409 402 394 388 381
184 178 173 168 163 158 153 150 145 141 137 133 130 126 123
56DLH13 34 56 879 58860 601 591 579 568 558 547 537 526 516 507 496 487 478 471 462
223 216 209 204 197 191 186 181 175 171 166 161 157 152 149
56DLH14 39 56 993 66540 679 666 652 640 628 616 604 594 582 571 562 552 541 532 523
249 242 234 228 221 214 209 202 196 190 186 181 175 171 167
56DLH15 42 56 1135 76020 777 762 747 732 717 703 690 676 664 651 639 628 616 604 594
281 272 264 256 248 242 234 228 221 215 209 204 198 192 188
56DLH16 46 56 1224 82020 838 822 805 789 774 759 744 730 717 703 690 678 666 654 642
313 304 294 285 277 269 262 254 247 240 233 227 221 214 209
56DLH17 51 56 1411 94530 964 945 927 907 891 873 856 840 823 808 793 780 765 751 738
356 345 335 325 316 306 298 289 281 273 266 258 251 245 238
< 71 71-99 100-105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120
60DLH12 29 60 659 46800 46800 442 433 426 418 411 405 397 391 384 378 372 366 360 354 348
168 163 158 154 150 146 142 138 134 131 128 124 121 118 115
60DLH13 35 60 801 56880 56880 537 526 517 508 499 490 483 474 466 459 451 444 436 429 423
203 197 191 187 181 176 171 167 163 158 154 151 147 143 139
60DLH14 40 60 890 63210 63210 597 586 574 564 555 544 534 525 516 507 498 490 481 474 465
216 210 205 199 193 189 183 178 173 170 165 161 156 152 149
60DLH15 43 60 1045 74190 74190 700 687 675 663 651 640 628 618 607 597 588 577 568 559 550
255 248 242 235 228 223 216 210 205 200 194 190 185 180 175
60DLH16 46 60 1149 81570 81570 769 756 741 727 714 702 690 676 666 654 642 631 621 610 600
285 277 269 262 255 247 241 235 228 223 217 211 206 201 196
60DLH17 52 60 1320 93750 93750 885 868 853 837 822 807 793 778 765 751 739 726 714 702 690
324 315 306 298 290 283 275 267 261 254 247 241 235 228 223
60DLH18 59 60 1524 108180 108180 1021 1002 984 966 948 931 915 898 883 867 852 838 823 810 796
366 357 346 337 327 319 310 303 294 286 279 272 266 259 252
<76 76-99 100-113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128
64DLH12 31 64 594 45120 45120 396 388 382 376 370 364 358 352 346 342 336 331 327 321 316
153 150 146 142 138 135 132 129 125 122 119 116 114 111 109
64DLH13 34 64 720 54750 54750 481 472 465 457 450 442 436 429 421 415 409 403 396 390 385
186 181 176 171 168 163 159 155 152 148 144 141 137 134 131
64DLH14 40 64 825 62730 62730 550 540 531 523 514 505 498 489 481 474 466 459 451 444 438
199 193 189 184 179 174 171 166 162 158 154 151 147 143 140
64DLH15 43 64 946 71910 71910 631 621 610 600 591 580 571 562 553 544 537 528 520 511 504
234 228 223 217 211 206 201 196 191 187 182 177 173 170 165
64DLH16 46 64 1065 80940 80940 711 699 687 675 664 652 642 631 621 610 601 591 582 573 564
262 254 248 242 235 229 224 218 213 208 203 198 193 189 184
64DLH17 52 64 1227 93270 93270 819 804 790 777 763 751 738 726 714 702 691 681 669 658 648
298 290 283 275 268 262 255 248 243 237 231 226 220 215 210
64DLH18 59 64 1417 107700 107700 945 928 912 897 880 867 852 838 823 810 798 784 772 760 748
337 328 320 311 304 296 288 282 274 267 261 255 249 243 237
< 81 81-99 100-121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136
68DLH13 37 68 650 52650 52650 432 426 418 412 406 400 394 388 382 378 372 366 361 355 351
171 168 164 159 155 152 149 145 142 138 135 133 130 127 124
68DLH14 40 68 749 60630 60630 498 490 483 475 468 462 454 448 441 435 429 421 415 409 403
184 179 175 171 167 163 159 155 152 148 145 141 138 135 133
68DLH15 44 68 839 67980 67980 558 547 540 531 522 514 505 498 490 483 475 468 462 454 448
206 201 196 191 187 182 178 174 170 166 162 158 155 152 148
68DLH16 49 68 995 80610 80610 661 649 640 630 619 610 600 591 582 573 564 556 547 540 531
242 236 230 225 219 214 209 204 199 195 190 186 182 178 174
68DLH17 55 68 1121 90840 90840 745 733 721 711 700 690 679 669 658 649 640 630 621 612 604
275 268 262 256 249 244 238 232 228 222 217 212 208 203 198
68DLH18 61 68 1298 105150 105150 862 849 835 823 810 798 786 774 762 751 739 729 718 708 697
311 304 297 289 283 276 269 263 257 251 246 240 234 230 225
68DLH19 67 68 1495 121080 121080 993 976 961 946 931 916 901 888 874 861 847 835 822 810 798
353 344 336 328 320 313 305 298 291 285 278 272 266 260 254
< 85 85-99 100-129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144
72DLH14 41 72 694 58950 58950 454 447 441 435 427 421 415 411 405 399 393 388 382 378 372
171 167 163 159 155 152 149 146 143 139 136 133 131 128 125
72DLH15 44 72 794 67530 67530 520 513 504 496 489 483 475 468 462 454 448 442 436 429 423
191 187 183 178 174 171 167 163 160 156 152 150 147 143 140
72DLH16 50 72 918 78060 78060 601 592 585 576 567 559 552 544 537 529 522 514 507 501 493
225 219 214 209 205 200 196 191 188 183 179 175 171 169 165
72DLH17 56 72 1033 87810 87810 676 667 657 648 639 630 621 612 603 595 586 579 571 564 556
256 250 245 239 233 228 224 218 213 209 205 200 196 191 188
72DLH18 59 72 1210 102870 102870 792 780 768 757 745 735 724 718 705 694 685 675 666 657 648
289 283 276 270 265 258 252 247 242 236 231 227 222 217 212
72DLH19 70 72 1419 120600 120600 928 913 900 886 873 859 847 835 823 811 799 789 777 766 756
328 321 313 306 300 293 286 280 274 268 263 257 251 247 241
114
LRFD
STANDARD LOAD TABLE LONGSPAN STEEL JOISTS, LRFD DLH-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown in Pounds per Linear Foot (plf)
Joist Approx. Wt Depth Max SAFE LOAD*
Designation in Lbs. Per in Load in Lbs. SPAN IN FEET
Linear Ft inches (plf) Between
(Joists only) < 81 81-99 100-111 112 115 118 121 124 127 130 133 136 139 142 145 148 151 155 160
80DLH15 40 80 966 78240 78240 699 663 632 602 575 549 525 503 482 461 443 425 408 392 371 347
321 296 275 255 236 220 205 192 179 167 157 147 139 130 120 109
80DLH16 46 80 1161 94020 94020 840 802 763 727 691 658 628 600 574 549 525 504 483 463 439 411
375 347 321 297 276 257 240 224 209 196 184 172 162 152 141 128
80DLH17 53 80 1341 108630 108630 971 926 881 839 800 765 731 699 669 641 615 590 567 545 517 485
451 416 386 358 332 309 288 269 252 235 221 207 195 183 169 154
80DLH18 60 80 1518 122760 122760 1097 1044 993 947 903 863 825 789 756 723 695 666 641 615 584 548
516 477 441 409 380 354 330 308 288 270 253 237 223 210 194 176
80DLH19 67 80 1768 143220 143220 1280 1218 1160 1104 1052 1005 960 918 878 840 806 774 743 714 677 635
578 533 493 458 425 396 369 344 322 301 283 266 250 235 217 197
80DLH20 75 80 1987 160980 160980 1446 1382 1323 1268 1211 1157 1104 1056 1011 968 927 891 855 821 780 731
646 596 552 512 475 443 412 385 360 337 316 297 279 263 243 220
< 89 89-99 100-120 121 124 127 130 133 136 139 142 145 148 151 155 160 165 170 175
88DLH16 46 88 1048 93270 93270 771 735 701 671 642 615 591 567 545 524 503 477 448 422 398 376
361 336 313 291 272 254 238 223 210 197 186 172 156 143 130 119
88DLH17 51 88 1185 105450 105450 871 830 789 753 719 687 659 630 605 579 557 528 495 465 437 412
404 375 349 325 304 284 266 249 234 220 207 191 173 159 146 133
88DLH18 58 88 1359 120930 120930 1001 953 908 866 827 791 756 725 695 666 639 607 569 535 503 474
460 427 397 370 346 323 303 284 267 250 236 218 199 181 165 152
88DLH19 65 88 1572 139890 139890 1157 1101 1049 999 954 912 873 836 801 770 738 701 657 617 580 547
521 484 450 420 392 367 343 322 302 284 267 248 225 205 187 172
88DLH20 76 88 1808 160950 160950 1334 1281 1232 1184 1133 1085 1041 998 959 921 885 841 790 743 700 660
623 579 539 502 469 438 410 385 361 340 320 296 269 246 224 206
88DLH21 89 88 2231 198540 198540 1649 1568 1494 1425 1361 1301 1244 1191 1143 1097 1053 999 936 880 827 779
724 673 626 584 545 509 477 447 420 395 372 344 313 285 261 239
< 97 97-99 100-129 130 133 136 139 142 145 148 151 155 160 165 170 175 180 185 190
96DLH17 52 96 1085 105270 105270 810 776 744 711 684 657 632 608 578 542 509 480 452 427 404 382
389 363 339 318 298 280 263 247 229 208 190 173 159 146 134 124
96DLH18 58 96 1222 118500 118500 912 875 839 803 770 740 713 686 653 615 579 546 516 488 463 438
443 413 386 362 340 319 300 282 261 237 216 198 181 166 153 141
96DLH19 66 96 1460 141660 141660 1091 1046 1001 957 917 878 842 809 768 720 676 636 601 566 536 507
502 469 438 410 385 361 340 320 296 269 246 224 206 189 174 161
96DLH20 74 96 1644 159420 159420 1236 1184 1131 1083 1037 993 952 915 868 815 766 721 680 642 607 574
569 531 496 465 436 409 385 362 336 305 277 254 233 214 196 181
96DLH21 90 96 2062 200010 200010 1541 1473 1410 1350 1296 1243 1196 1149 1093 1026 965 908 856 809 765 724
698 652 610 571 535 503 473 445 412 374 341 312 286 263 242 224
96DLH22 102 96 2310 224070 224070 1725 1662 1601 1542 1487 1436 1382 1329 1264 1188 1118 1054 995 941 890 843
811 757 708 663 622 584 549 517 479 435 396 362 332 305 281 259
< 105 105-138 139 142 145 148 151 155 160 165 170 175 180 185 190 195 200 205
104DLH18 59 104 1100 115470 831 798 768 734 708 674 635 601 568 537 508 482 458 435 414 394
426 400 375 353 332 307 279 255 233 213 195 180 167 154 142 132
104DLH19 67 104 1337 140430 1011 971 933 897 861 819 770 727 686 648 613 581 552 524 497 473
484 453 426 401 377 349 317 289 265 242 222 204 189 175 162 150
104DLH20 75 104 1504 157890 1146 1107 1071 1032 992 944 886 833 784 739 698 660 626 593 563 535
548 513 483 453 427 395 359 327 299 274 251 232 214 198 184 170
104DLH21 90 104 1890 198480 1434 1376 1322 1271 1220 1160 1091 1028 970 917 866 821 779 740 703 668
673 632 593 558 525 486 442 403 368 337 307 284 263 244 226 209
104DLH22 104 104 2119 222540 1607 1551 1499 1449 1401 1340 1261 1189 1121 1059 1001 949 901 855 812 774
783 734 689 648 610 564 513 468 428 392 359 331 306 283 262 244
104DLH23 109 104 2334 245100 1772 1712 1644 1578 1514 1437 1348 1267 1192 1125 1062 1004 952 902 857 814
819 768 721 678 638 590 536 489 447 410 377 347 320 296 274 254
< 113 113-147 148 151 155 160 165 170 175 180 185 190 195 200 205 210 215 220
112DLH19 67 112 1223 138150 935 900 857 805 759 716 677 643 610 579 549 523 498 476 454 433
466 439 406 369 336 308 281 259 238 220 203 189 175 162 151 142
112DLH20 76 112 1384 156360 1065 1032 985 927 873 824 780 740 702 667 632 603 574 547 522 500
528 497 459 418 381 348 319 293 270 249 231 213 198 184 171 160
112DLH21 91 112 1743 196950 1337 1287 1223 1150 1083 1022 966 915 867 823 782 744 709 676 645 616
650 612 566 514 469 429 393 361 333 306 283 263 244 227 211 198
112DLH22 104 112 1956 221010 1499 1451 1392 1321 1250 1181 1117 1057 1002 952 904 860 820 782 745 712
755 711 657 598 545 498 457 419 386 356 329 306 283 264 246 229
112DLH23 110 112 2155 243540 1653 1601 1535 1454 1369 1288 1214 1147 1086 1030 977 928 882 839 800 763
790 744 688 625 571 522 478 439 404 373 345 320 297 276 257 239
112DLH24 131 112 2555 286660 1956 1895 1818 1727 1631 1539 1455 1379 1307 1241 1179 1123 1070 1019 972 928
957 901 834 758 691 632 579 532 489 451 418 387 359 334 311 291
< 121 121-165 166 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240
120DLH20 77 120 1229 148650 896 856 808 766 726 691 658 627 598 570 544 521 498 477 457 439
430 400 367 338 311 287 265 246 228 212 198 185 172 161 151 142
120DLH21 92 120 1528 184860 1122 1072 1012 959 908 864 821 782 745 710 678 648 620 593 569 545
530 494 452 416 383 353 326 303 281 262 244 227 212 199 186 173
120DLH22 104 120 1751 211920 1283 1235 1169 1106 1049 997 949 903 860 821 783 749 716 686 657 629
616 574 526 483 445 411 380 352 327 304 283 265 247 231 217 204
120DLH23 111 120 1938 234480 1415 1361 1287 1219 1157 1099 1046 995 948 903 862 822 786 751 719 689
644 601 551 506 466 430 397 369 341 318 296 276 258 241 227 213
120DLH24 132 120 2298 278070 1676 1610 1522 1441 1367 1300 1237 1177 1122 1070 1022 977 934 894 857 821
781 728 667 613 565 521 482 447 414 386 359 335 313 293 275 258
120DLH25 152 120 2633 318630 1926 1847 1748 1656 1571 1492 1418 1350 1287 1228 1173 1122 1073 1026 983 943
915 853 782 718 661 610 564 523 485 452 421 393 367 344 322 302
121
115
American National Standard SJI-LH/DLH-2010
The BLACK figures in the Load Table give the TOTAL safe uniformly distributed load-carrying capacities, in pounds per
linear foot, of ASD DLH-Series Steel Joists.
The approximate joist weights, in pounds per linear foot, given in the Load Table may be added to the other building
weights to determine the DEAD load. In all cases the DEAD load, including the joist self-weight, must be deducted from
the TOTAL load to determine the LIVE load. The approximate joist weights do not include accessories.
The RED figures in the Load Table represent the uniform load, in pounds per linear foot, which will produce an
approximate joist deflection of 1/360 of the span. This load can be linearly prorated to obtain the uniform load for
supplementary deflection criteria (i.e. a uniform load which will produce a joist deflection of 1/240 of the span may be
obtained by multiplying the RED figures by 360/240). In no case shall the prorated load exceed the TOTAL load-carrying
capacity of the joist.
The Load Table applies to joists with either parallel chords or pitched top chords. Joists can have a top chord pitch up to
1/2 inch per foot. If the pitch exceeds this limit, the Load Table does not apply. When top chords are pitched, the load-
carrying capacities are determined by the nominal depth of the joists at the center of the span. Sloped parallel-chord
joists shall use span as defined by the length along the slope.
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 intersections. Hoisting cables shall not be released until the two rows of bridging
nearest the third points are completely installed. The BLUE SHADED area starts after 600 and extends up through
1000.
Where the joist span is in the GRAY SHADED area of the Load Table, all rows of bridging shall be diagonal bridging with
bolted connections at chords and intersections. Hoisting cables shall not be released until all rows of bridging are
completely installed. The GRAY SHADED area starts after 1000 and extends up through 2400.
4
The approximate gross moment of inertia (not adjusted for shear deformation), in inches , of a standard joist listed in the
Load Table may be determined as follows:
Ij = 26.767(W)(L3)(10-6), where W= RED figure in the Load Table, and
L = (span - 0.33) in feet.
Loads for span increments not explicitly given in the Load Table may be determined using linear interpolation between the
load values given in adjacent span columns.
*The safe uniform load for the spans shown in the SAFE LOAD Column is equal to (SAFE LOAD) / (span). The TOTAL
safe uniformly distributed load-carrying capacity, for spans less than those shown in the SAFE LOAD Column are given in
the MAX LOAD Column.
To solve for a RED figure for spans shown in the SAFE LOAD Column (or lesser spans), multiply the RED figure of the
2
shortest span shown in the Load Table by (the shortest span shown in the Load Table - 0.33 feet) and divide by (the
2
actual span - 0.33 feet) . In no case shall the calculated load exceed the TOTAL load-carrying capacity of the joist.
120
119
116
ASD
STANDARD LOAD TABLE LONGSPAN STEEL JOISTS, DLH-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown in Pounds per Linear Foot (plf)
Joist Approx. Wt Depth Max SAFE LOAD*
Designation in Lbs. Per in Load in Lbs. SPAN IN FEET
Linear Ft inches plf Between
(Joists only) < 62 62-89 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104
52DLH10 25 52 432 26800 298 291 285 279 273 267 261 256 251 246 241 236 231 227 223
171 165 159 154 150 145 140 136 132 128 124 120 116 114 110
52DLH11 26 52 475 29420 327 320 313 306 299 293 287 281 275 270 264 259 254 249 244
187 181 174 169 164 158 153 149 144 140 135 132 128 124 120
52DLH12 29 52 529 32820 365 357 349 342 334 327 320 314 307 301 295 289 284 278 273
204 197 191 185 179 173 168 163 158 153 149 144 140 135 132
52DLH13 34 52 643 39840 443 433 424 414 406 397 389 381 373 366 358 351 344 338 331
247 239 231 224 216 209 203 197 191 185 180 174 170 164 159
52DLH14 39 52 735 45580 507 497 486 476 466 457 447 438 430 421 413 405 397 390 382
276 266 258 249 242 234 227 220 213 207 201 194 189 184 178
52DLH15 42 52 826 51200 569 557 545 533 522 511 500 490 480 470 461 451 443 434 426
311 301 291 282 272 264 256 247 240 233 226 219 213 207 201
52DLH16 45 52 890 55200 614 601 588 575 563 551 540 528 518 507 497 487 478 468 459
346 335 324 314 304 294 285 276 267 260 252 245 237 230 224
52DLH17 52 52 1025 63540 706 691 676 661 647 634 620 608 595 583 572 560 549 539 528
395 381 369 357 346 335 324 315 304 296 286 279 270 263 255
<67 67-97 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112
56DLH11 26 56 421 28200 288 283 277 272 267 262 257 253 248 244 239 235 231 227 223
169 163 158 153 149 145 140 136 133 129 125 122 118 115 113
56DLH12 30 56 484 32400 331 324 318 312 306 300 295 289 284 278 273 268 263 259 254
184 178 173 168 163 158 153 150 145 141 137 133 130 126 123
56DLH13 34 56 586 39240 401 394 386 379 372 365 358 351 344 338 331 325 319 314 308
223 216 209 204 197 191 186 181 175 171 166 161 157 152 149
56DLH14 39 56 662 44360 453 444 435 427 419 411 403 396 388 381 375 368 361 355 349
249 242 234 228 221 214 209 202 196 190 186 181 175 171 167
56DLH15 42 56 756 50680 518 508 498 488 478 469 460 451 443 434 426 419 411 403 396
281 272 264 256 248 242 234 228 221 215 209 204 198 192 188
56DLH16 46 56 816 54680 559 548 537 526 516 506 496 487 478 469 460 452 444 436 428
313 304 294 285 277 269 262 254 247 240 233 227 221 214 209
56DLH17 51 56 941 63020 643 630 618 605 594 582 571 560 549 539 529 520 510 501 492
356 345 335 325 316 306 298 289 281 273 266 258 251 245 238
< 71 71-99 100-105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120
60DLH12 29 60 439 31200 31200 295 289 284 279 274 270 265 261 256 252 248 244 240 236 232
168 163 158 154 150 146 142 138 134 131 128 124 121 118 115
60DLH13 35 60 534 37920 37920 358 351 345 339 333 327 322 316 311 306 301 296 291 286 282
203 197 191 187 181 176 171 167 163 158 154 151 147 143 139
60DLH14 40 60 594 42140 42140 398 391 383 376 370 363 356 350 344 338 332 327 321 316 310
216 210 205 199 193 189 183 178 173 170 165 161 156 152 149
60DLH15 43 60 697 49460 49460 467 458 450 442 434 427 419 412 405 398 392 385 379 373 367
255 248 242 235 228 223 216 210 205 200 194 190 185 180 175
60DLH16 46 60 766 54380 54380 513 504 494 485 476 468 460 451 444 436 428 421 414 407 400
285 277 269 262 255 247 241 235 228 223 217 211 206 201 196
60DLH17 52 60 880 62500 62500 590 579 569 558 548 538 529 519 510 501 493 484 476 468 460
324 315 306 298 290 283 275 267 261 254 247 241 235 228 223
60DLH18 59 60 1016 72120 72120 681 668 656 644 632 621 610 599 589 578 568 559 549 540 531
366 357 346 337 327 319 310 303 294 286 279 272 266 259 252
<76 76-99 100-113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128
64DLH12 31 64 396 30080 30080 264 259 255 251 247 243 239 235 231 228 224 221 218 214 211
153 150 146 142 138 135 132 129 125 122 119 116 114 111 109
64DLH13 34 64 480 36500 36500 321 315 310 305 300 295 291 286 281 277 273 269 264 260 257
186 181 176 171 168 163 159 155 152 148 144 141 137 134 131
64DLH14 40 64 550 41820 41820 367 360 354 349 343 337 332 326 321 316 311 306 301 296 292
199 193 189 184 179 174 171 166 162 158 154 151 147 143 140
64DLH15 43 64 631 47940 47940 421 414 407 400 394 387 381 375 369 363 358 352 347 341 336
234 228 223 217 211 206 201 196 191 187 182 177 173 170 165
64DLH16 46 64 710 53960 53960 474 466 458 450 443 435 428 421 414 407 401 394 388 382 376
262 254 248 242 235 229 224 218 213 208 203 198 193 189 184
64DLH17 52 64 818 62180 62180 546 536 527 518 509 501 492 484 476 468 461 454 446 439 432
298 290 283 275 268 262 255 248 243 237 231 226 220 215 210
64DLH18 59 64 945 71800 71800 630 619 608 598 587 578 568 559 549 540 532 523 515 507 499
337 328 320 311 304 296 288 282 274 267 261 255 249 243 237
< 81 81-99 100-121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136
68DLH13 37 68 433 35100 35100 288 284 279 275 271 267 263 259 255 252 248 244 241 237 234
171 168 164 159 155 152 149 145 142 138 135 133 130 127 124
68DLH14 40 68 499 40420 40420 332 327 322 317 312 308 303 299 294 290 286 281 277 273 269
184 179 175 171 167 163 159 155 152 148 145 141 138 135 133
68DLH15 44 68 560 45320 45320 372 365 360 354 348 343 337 332 327 322 317 312 308 303 299
206 201 196 191 187 182 178 174 170 166 162 158 155 152 148
68DLH16 49 68 663 53740 53740 441 433 427 420 413 407 400 394 388 382 376 371 365 360 354
242 236 230 225 219 214 209 204 199 195 190 186 182 178 174
68DLH17 55 68 748 60560 60560 497 489 481 474 467 460 453 446 439 433 427 420 414 408 403
275 268 262 256 249 244 238 232 228 222 217 212 208 203 198
68DLH18 61 68 865 70100 70100 575 566 557 549 540 532 524 516 508 501 493 486 479 472 465
311 304 297 289 283 276 269 263 257 251 246 240 234 230 225
68DLH19 67 68 997 80720 80720 662 651 641 631 621 611 601 592 583 574 565 557 548 540 532
353 344 336 328 320 313 305 298 291 285 278 272 266 260 254
< 85 85-99 100-129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144
72DLH14 41 72 462 39300 39300 303 298 294 290 285 281 277 274 270 266 262 259 255 252 248
171 167 163 159 155 152 149 146 143 139 136 133 131 128 125
72DLH15 44 72 530 45020 45020 347 342 336 331 326 322 317 312 308 303 299 295 291 286 282
191 187 183 178 174 171 167 163 160 156 152 150 147 143 140
72DLH16 50 72 612 52040 52040 401 395 390 384 378 373 368 363 358 353 348 343 338 334 329
225 219 214 209 205 200 196 191 188 183 179 175 171 169 165
72DLH17 56 72 689 58540 58540 451 445 438 432 426 420 414 408 402 397 391 386 381 376 371
256 250 245 239 233 228 224 218 213 209 205 200 196 191 188
72DLH18 59 72 807 68580 68580 528 520 512 505 497 490 483 479 470 463 457 450 444 438 432
289 283 276 270 265 258 252 247 242 236 231 227 222 217 212
72DLH19 70 72 946 80400 80400 619 609 600 591 582 573 565 557 549 541 533 526 518 511 504
328 321 313 306 300 293 286 280 274 268 263 257 251 247 241
117
ASD
STANDARD LOAD TABLE LONGSPAN STEEL JOISTS, DLH-SERIES
Based on a 50 ksi Maximum Yield Strength - Loads Shown in Pounds per Linear Foot (plf)
Joist Approx. Wt Depth Max SAFE LOAD*
Designation in Lbs. Per in Load in Lbs. SPAN IN FEET
Linear Ft inches plf Between
(Joists only) < 81 81-99 100-111 112 115 118 121 124 127 130 133 136 139 142 145 148 151 155 160
80DLH15 40 80 644 52160 52160 466 442 421 401 383 366 350 335 321 307 295 283 272 261 247 231
321 296 275 255 236 220 205 192 179 167 157 147 139 130 120 109
80DLH16 46 80 774 62680 62680 560 535 509 485 461 439 419 400 383 366 350 336 322 309 293 275
375 347 321 297 276 257 240 224 209 196 184 172 162 152 141 128
80DLH17 53 80 894 72420 72420 647 617 587 559 533 510 487 466 446 427 410 393 378 363 345 323
451 416 386 358 332 309 288 269 252 235 221 207 195 183 169 154
80DLH18 60 80 1010 81840 81840 731 696 662 631 602 575 550 526 504 482 463 444 427 410 389 366
516 477 441 409 380 354 330 308 288 270 253 237 223 210 194 176
80DLH19 67 80 1179 95480 95480 853 812 773 736 701 670 640 612 585 560 537 516 495 476 451 423
578 533 493 458 425 396 369 344 322 301 283 266 250 235 217 197
80DLH20 75 80 1325 107320 107320 964 921 882 845 807 771 736 704 674 645 618 594 570 547 520 487
646 596 552 512 475 443 412 385 360 337 316 297 279 263 243 220
< 89 89-99 100-120 121 124 127 130 133 136 139 142 145 148 151 155 160 165 170 175
88DLH16 46 88 699 62180 62180 514 490 467 447 428 410 394 378 363 349 335 318 299 281 265 251
361 336 313 291 272 254 238 223 210 197 186 172 156 143 130 119
88DLH17 51 88 790 70300 70300 581 553 526 502 479 458 439 420 403 386 371 352 330 310 292 274
404 375 349 325 304 284 266 249 234 220 207 191 173 159 146 133
88DLH18 58 88 906 80620 80620 667 635 605 577 551 527 504 483 463 444 426 404 379 356 335 316
460 427 397 370 346 323 303 284 267 250 236 218 199 181 165 152
88DLH19 65 88 1048 93260 93260 771 734 699 666 636 608 582 557 534 513 492 467 438 411 387 364
521 484 450 420 392 367 343 322 302 284 267 248 225 205 187 172
88DLH20 76 88 1206 107300 107300 889 854 821 789 755 723 694 665 639 614 590 560 527 495 467 440
623 579 539 502 469 438 410 385 361 340 320 296 269 246 224 206
88DLH21 89 88 1487 132340 132340 1099 1045 996 950 907 867 829 794 762 731 702 666 624 586 551 519
724 673 626 584 545 509 477 447 420 395 372 344 313 285 261 239
< 97 97-99 100-129 130 133 136 139 142 145 148 151 155 160 165 170 175 180 185 190
96DLH17 52 96 724 70180 70180 540 517 496 474 456 438 421 405 385 362 339 320 302 284 269 255
389 363 339 318 298 280 263 247 229 208 190 173 159 146 134 124
96DLH18 58 96 814 79000 79000 608 583 559 535 513 493 475 457 435 410 386 364 344 326 308 292
443 413 386 362 340 319 300 282 261 237 216 198 181 166 153 141
96DLH19 66 96 974 94440 94440 727 697 667 638 611 585 561 539 512 480 451 424 401 378 357 338
502 469 438 410 385 361 340 320 296 269 246 224 206 189 174 161
96DLH20 74 96 1096 106280 106280 824 789 754 722 691 662 635 610 579 543 510 481 453 428 405 382
569 531 496 465 436 409 385 362 336 305 277 254 233 214 196 181
96DLH21 90 96 1375 133340 133340 1027 982 940 900 864 829 797 766 728 684 643 605 571 539 510 482
698 652 610 571 535 503 473 445 412 374 341 312 286 263 242 224
96DLH22 102 96 1540 149380 149380 1150 1108 1067 1028 991 957 921 886 843 792 745 702 664 627 594 562
811 757 708 663 622 584 549 517 479 435 396 362 332 305 281 259
< 105 105-138 139 142 145 148 151 155 160 165 170 175 180 185 190 195 200 205
104DLH18 59 104 733 76980 554 532 512 489 472 450 423 400 378 358 339 321 305 290 276 263
426 400 375 353 332 307 279 255 233 213 195 180 167 154 142 132
104DLH19 67 104 892 93620 674 647 622 598 574 546 513 485 457 432 409 387 368 350 332 315
484 453 426 401 377 349 317 289 265 242 222 204 189 175 162 150
104DLH20 75 104 1002 105260 764 738 714 688 661 629 591 555 522 493 465 440 417 395 375 357
548 513 483 453 427 395 359 327 299 274 251 232 214 198 184 170
104DLH21 90 104 1260 132320 956 917 881 847 813 773 727 685 647 611 578 547 519 493 469 446
673 632 593 558 525 486 442 403 368 337 307 284 263 244 226 209
104DLH22 104 104 1413 148360 1071 1034 999 966 934 893 841 792 747 706 668 633 600 570 542 516
783 734 689 648 610 564 513 468 428 392 359 331 306 283 262 244
104DLH23 109 104 1556 163400 1181 1141 1096 1052 1009 956 899 845 795 750 708 670 635 602 571 543
819 768 721 678 638 590 536 489 447 410 377 347 320 296 274 254
< 113 113-147 148 151 155 160 165 170 175 180 185 190 195 200 205 210 215 220
112DLH19 67 112 815 92100 623 600 571 537 506 478 451 428 406 386 366 348 332 317 303 289
466 439 406 369 336 308 281 259 238 220 203 189 175 162 151 142
112DLH20 76 112 922 104240 710 688 657 618 582 549 520 493 468 445 422 402 383 365 348 333
528 497 459 418 381 348 319 293 270 249 231 213 198 184 171 160
112DLH21 91 112 1162 131300 891 858 816 767 722 681 644 610 578 549 521 496 473 450 430 411
650 612 566 514 469 429 393 361 333 306 283 263 244 227 211 198
112DLH22 104 112 1304 147340 999 967 928 880 833 787 744 705 668 635 602 574 546 521 497 474
755 711 657 598 545 498 457 419 386 356 329 306 283 264 246 229
112DLH23 110 112 1437 162360 1102 1067 1023 970 913 859 810 765 724 686 651 618 588 560 533 509
790 744 688 625 571 522 478 439 404 373 345 320 297 276 257 239
112DLH24 131 112 1703 192440 1304 1263 1212 1151 1087 1026 970 919 871 828 786 748 713 680 648 619
957 901 834 758 691 632 579 532 489 451 418 387 359 334 311 291
< 121 121-165 166 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240
120DLH20 77 120 819 99100 597 571 538 510 484 461 438 418 399 380 362 347 332 318 305 292
430 400 367 338 311 287 265 246 228 212 198 185 172 161 151 142
120DLH21 92 120 1019 123240 748 714 675 639 606 576 548 521 497 474 452 432 414 396 379 363
530 494 452 416 383 353 326 303 281 262 244 227 212 199 186 175
120DLH22 104 120 1168 141280 855 823 779 737 699 665 632 602 574 547 522 499 477 457 438 420
616 574 526 483 445 411 380 352 327 304 283 265 247 231 217 204
120DLH23 111 120 1292 156320 943 907 858 813 771 733 697 664 632 602 574 548 524 501 479 459
644 601 551 506 466 430 397 369 341 318 296 276 258 241 227 213
120DLH24 132 120 1532 185380 1117 1073 1015 961 912 867 824 785 748 713 681 651 623 596 571 548
781 728 667 613 565 521 482 447 414 386 359 335 313 293 275 258
120DLH25 152 120 1756 212420 1284 1231 1165 1104 1047 994 946 900 858 819 782 748 715 684 656 628
915 853 782 718 661 610 564 523 485 452 421 393 367 344 322 302
125
118
VULCRAFT JOIST GIRDERS
OTHER CONFIGURATIONS
VG TYPE
119
JOIST GIRDER NOTES
JOISTGIRDERDETAIL(a)
(a) All Joist Girder dimensions shown are subject to change when required by the physical size of large Joist Girders. If changes
are necessary Vulcraft will so note on the placement plans.
(b) The standard connection for Joist Girders to columns is 13/16 inch slots for 3/4 inch bolts in girder bearings. The girder
erection bolts are by others. If the specifying professional wishes to use the Joist Girder bearing to transmit horizontal
loads, the required amount of weld to connect the Joist Girder seat to the column should be specified. For additional
information see the section of this catalog JOIST GIRDERS IN MOMENT RESISTIVE FRAMES. (page 121)
(c) Stabilizer plates between the bottom chord angles brace the Joist Girder against overturning during erection and also
provide needed lateral bracing for load cases where the bottom chord may be subject to compression such as net uplift.
(Refer to SJI 1004.5)
(d) Joist Girder bottom chord struts do not require welding to the stabilizer plate unless required by design to transmit horizontal
forces. When welding is required, the amount of weld should be specified by the specifying professional. UNLESS
OTHERWISE SPECIFIED, BOTTOM CHORD STRUTS SHOULD NOT BE WELDED.
(e) Joists are connected to the girder by welding except that the joists at (or nearest) the column shall also be bolted (O.S.H.A.
Sec. 1910.12 Construction Standards Sec 1518.751).
(f) The l/ry of the bottom chord of the Joist Girder cannot exceed 240. For STANDARD Joist Girders, the specifying engineer
can use the Joist Girder Bottom Chord Brace Chart in conjunction with the Design Guide Weight Table/Joist Girders, G
Series to select the correct number of bottom chord braces. Joist Girders which must resist uplift, end moments, or axial
bottom chord forces may require additional braces.
120
JOIST GIRDER NOTES
If fixed end moments or uplift are present, the specifying professional should also specify bottom chord braces to be
designed and furnished by the joist girder manufacturer. If any additional braces are required due to the compression
load in the bottom chord, Vulcraft will indicate their location on the placement plans. Bottom chord braces may be either
welded or bolted to the girder, but are typically welded to the joist.
ECONOMY TIPS
1. Designate Joist Girder with exact load required, such as 60G8N11.2K.
2. If Joist Girder depth is limited below the optimum depth as shown in the weight tables, use the maximum depth
permitted by the building system: such as 53G8N12K (odd depths can be designed and furnished).
3. The Joist Girder designations shown in the weight guide are typical types included only as a guide. The specifying
professional is encouraged to specify the exact depth, span and loading that best suits the building.
4. A Joist Girder depth in inches approximately equal to the span in feet is often a good combination for economy.
5. The specifying professional is urged to investigate several combinations of bay sizes and joist spaces to find the
most economical combination.
6. The following table illustrates the economy possible using this system.
40 40 1.69 + .75 = 2.44 1.78 + .83 = 2.61 1.90 + .90 = 2.80 2.07 + 1.03 = 3.10 6.67 48
40 50 1.73 + .95 = 2.68 1.90 + 1.08 = 2.98 2.02 + 1.18 = 3.20 2.13 + 1.28 = 3.41 6.25 60
40 60 1.69 + 1.13 = 2.82 1.78 + 1.30 = 3.08 1.90 + 1.40 = 3.30 2.07 + 1.53 = 3.60 6.67 72
45 40 1.89 + .71 = 2.60 2.04 + .80 = 2.84 2.14 + .89 = 3.03 2.41 + .96 = 3.37 6.67 48
45 50 1.98 + .96 = 2.94 2.11 + 1.09 = 3.20 2.22 + 1.16 = 3.38 2.40 + 1.29 = 3.69 6.25 60
45 60 1.89 + 1.16 = 3.05 2.04 + 1.24 = 3.28 2.14 + 1.38 = 3.52 2.41 + 1.49 = 3.90 6.67 72
50 40 2.19 + .72 = 2.91 2.28 + .80 = 3.08 2.53 + .86 = 3.39 2.80 + 1.06 = 3.86 6.67 48
50 50 2.21 + .92 = 3.13 2.43 + 1.00 = 3.43 2.61 + 1.12 = 3.73 2.70 + 1.20 = 3.90 6.25 60
50 60 2.19 + 1.12 = 3.31 2.28 + 1.22 = 3.50 2.53 + 1.34 = 3.87 2.80 + 1.50 = 4.30 6.67 72
The larger bay sizes become more economical as the column heights increase and in localities with high erection labor
costs. Larger bays speed construction by reducing the number of pieces and therefore the number of crane lifts. Encasing
the columns for fire proofing or decoration also makes the larger bays more attractive.
121
JOIST GIRDER IN MOMENT RESISTANT FRAMES
When a Joist Girder is used as a component of a moment resistive frame, both the design wind moment and any
continuity (usually live load) moment must be specified for each end of each affected Joist Girder. Provided this
information, Vulcraft will design the Joist Girder as a simply supported truss for full gravity loading. The fixed end
moments are then applied to the Joist Girder. Using the appropriate combinations of the gravity loads, the wind
moments, and/or the continuity moments, the critical member stresses are identified and the Joist Girder members
are sized accordingly.
The Specifying Professional shall clarify when allowable stresses are permitted to be increased or load combinations
reduced. (Vulcraft does not design the Joist Girder for any dead load moments unless specifically instructed
to do so on the structural drawings.) For this reason it is very important that on the structural drawings the
specifying professional specify that all dead loads be applied to the Joist Girders before the bottom chord struts are
welded to the stabilizer plates.
One of the most important considerations of using a Joist Girder in a moment resistive frame is the connection of
the Joist Girder to the column. As with a beam connection, special provisions must be made to develop the required
moment capacity. As can be readily seen in Figure 1, the use of a standard Joist Girder seat results in an eccentric
moment due to the depth of the seat. This moment must be resisted by the weld group connecting the Joist Girder
seat to the cap plate of the column.
Vulcraft has done extensive testing of the maximum eccentric
top chord force capacity for joist girders. Based on this test
program, the maximum horizontal load for 7.5 inch deep
seats are presented in Table 1 (below)
Table 1
*These values are based on using 3/4 inch A325 bolts and a minimum of two 1/4 inch
fillet welds 5 inches long along the sides of the seat. Vulcraft must be notified of seat
forces for final seat design.
If the axial load due only to the wind moment does not exceed the values in Table 1, a strap angle connecting the
Joist Girders together as shown in Figure 2 can be used to resist the continuity moments, By tying the Joist Girder
ends together, the Joist Girder-to-cap plate connection need only resist the wind loads, the strap angles do not
transfer wind moments. The design of such a strap angle
to resist the continuity moments is the responsibility of the
specifying professional.
When the end moments on the Joist Girders are too large for
the seat to resist, it is necessary to utilize a moment plate as
shown in Details A-F. The use of this simple moment plate
virtually eliminates all eccentricity problems.
By using the equations and Table 2 below, the specifying
professional can determine the minimum Joist Girder top
chord width for most Joist Girders. If the end moments are
very large, the Joist Girder loads and/or spacings vary, or
other special conditions exist, a more exact analysis is required. Once the Joist Girder top chord width is known, the
specifying professional can easily size the moment plate and its weld requirements to complete the connection detail.
Table 2*
EQUATION 1 (ODD NO. OF JOIST SPACES) A Minimum Top Chord Width
0.95 - 1.19 6
A = . 028P (N2S - .67N + .67 - S) 1.20 - 1.78 7
D 1.79 - 2.48 8
EQUATION 2 (EVEN NO. OF JOIST SPACES) 2.49 - 3.75 9
3.76 - 4.76 11
A = . 028P (N2S - .67N + .67) 4.78 - 8.44 13
D Greater than 8.44 Consult Vulcraft
Where: P = Panel point load (kips), N = No. of joist spaces, Please note that this chart is to be used only for designing
S = Joist spacing (ft.), D = Joist Girder depth (in.) moment plates. It is not intended for use as a general detailing aid.
*The bearing seat width may be larger than the top chord width.
Contact Vulcraft if seat width is needed for determining column
plate sizes.
122
MOMENT CONNECTION DETAILS
Presented below are six suggested details for a moment resistive connection involving roof Joist Girders. Similar
details should be utilized for longspan joists with end moments. In all cases, the bottom chord is to be connected to
the column with a vertical stabilizer plate which is to be sized to carry the required load and obtain required weld (use
6 x 6 x 3/4 plate minimum for Joist Girders).
AS REQD TO
PROVIDE 1/2 CLEAR
TO CAP PLATE
A B C
KNIFE PLATE
A
MOMENT
PLATE
MOMENT PLATE
GIRDER SEAT NOT
SHOWN FOR CLARITY
NOTES:
(1) Connections type B & C would also be recommended for floor girder details.
(2) Where a backer bar is required for groove welds, additional clearance must be provided when determining girder hold back dimension.
(3) Similar details would apply at other types of columns.
(4) Additional stiffener plates as required not shown for clarity.
(5) In all details, moment plate design and material is not by Vulcraft.
123
American National Standard SJI-JG-2010
STANDARD SPECIFICATION
FOR JOIST GIRDERS
Adopted by the Steel Joist Institute November 4, 1985
Revised to May 18, 2010, Effective December 31, 2010
SECTION 1000.
SCOPE AND DEFINITION
1000.1 SCOPE
The Standard Specification for Joist Girders, hereafter referred to as the Specification, covers the design, manufacture,
application, and handling and erection of Joist Girders in buildings or other structures, where other structures are defined
as those structures designed, manufactured, and erected in a manner similar to buildings. Joist Girders shall be designed
using Allowable Stress Design (ASD) or Load and Resistance Factor Design (LRFD) in accordance with this Specification.
Joist Girders shall be erected in accordance with the Occupational Safety and Health Administration (OSHA), U.S.
Department of Labor, Code of Federal Regulations 29CFR Part 1926 Safety Standards for Steel Erection, Section
1926.757 Open Web Steel Joists.
1000.2 DEFINITION
The term "Joist Girders, 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. Joist Girders are open web
steel trusses used as primary framing members. They are designed as simple spans supporting concentrated loads for a
floor or roof system. These concentrated loads are normally considered to act at the top chord panel points of the Joist
Girders. Joist Girders have been standardized in depths from 20 inches (508 mm) through 120 inches (3048 mm), for
spans from 20 feet (6096 mm) through 120 feet (36576 mm).
The Joist Girder standard designation in ASD is determined by its nominal depth in inches (mm), the letter G, followed
by the number of joist spaces, the letter N, and finally the load in kips (kN) at each panel point, and the letter K. The
Joist Girder standard designation in LRFD is determined by its nominal depth in inches (mm), the letter G, followed by
the number of joist spaces, the letter N, and finally the factored load in kips (kN) at each panel point, and the letter F.
Joist Girders shall be designed in accordance with these specifications to support the loads defined by the specifying
professional.
Joist Girders are designed and manufactured as either simple framing members with underslung ends and bottom chord
extensions or as part of an ordinary steel moment frame (OMF). When used as part of an OMF the specifying
professional shall be responsible for carrying out all the required frame analyses (i.e. first-order and second-order),
provide all the required load information and stiffness data to the joist manufacturer, and indicate the type of Joist Girder
to column connections that are being designed on the contract documents.
A pitch of the Joist Girder top chord up to 1/2 inch per foot (1:24) is allowed. The standard Joist Girder designation depth
shall be the depth at mid-span.
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American National Standard SJI-JG-2010
1000.3 STRUCTURAL DESIGN DRAWINGS AND SPECIFICATIONS
The design drawings and specifications shall meet the requirements in the Code of Standard Practice for Steel Joists and
Joist Girders, except for deviations specifically identified in the design drawings and/or specifications.
SECTION 1001.
REFERENCED
SPECIFICATIONS, CODES
AND STANDARDS
1001.1 REFERENCES
American Institute of Steel Construction, Inc. (AISC)
ANSI/AISC 360-10 Specification for Structural Steel Buildings
136
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American National Standard SJI-JG-2010
ASTM A1008/A1008M-09, Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength
Low-Alloy and High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardenable
ASTM A1011/A1011M-09a, Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-
Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength
The following references are non-ANSI approved documents and as such, are provided solely as sources of commentary
or additional information related to topics in this Specification:
Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926 Safety
Standards for Steel Erection; Final Rule, 1926.757 Open Web Steel Joists - January 18, 2001, Washington, D.C.
Technical Digest No. 12 (2007), Evaluation and Modification of Open Web Steel Joists and Joist Girders
Steel Structures Painting Council (SSPC) (2000), Steel Structures Painting Manual, Volume 2, Systems and
Specifications, Paint Specification No. 15, Steel Joist Shop Primer, May 1, 1999, Pittsburgh, PA.
137
136
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American National Standard SJI-JG-2010
SECTION 1002.
MATERIALS
1002.1 STEEL
The steel used in the manufacture of Joist Girders shall conform to one of the following ASTM Specifications:
Carbon Structural Steel, ASTM A36/A36M.
High-Strength Low-Alloy Structural Steel, ASTM A242/A242M.
Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes, ASTM A500/A500M.
High-Strength Carbon-Manganese Steel of Structural Quality, ASTM A529/A529M.
High-Strength Low-Alloy Columbium-Vanadium Structural Steel, ASTM A572/A572M.
High-Strength Low-Alloy Structural Steel up to 50 ksi [345 MPa] Minimum Yield Point with Atmospheric Corrosion
Resistance, ASTM A588/A588M.
Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric
Corrosion Resistance, ASTM A606/A606M.
Structural Steel Shapes, ASTM A992/A992M.
Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved
Formability, Solution Hardened, and Bake Hardenable, ASTM A1008/A1008M.
Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with
Improved Formability, and Ultra High Strength, 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 1002.2.
Steel used for Joist Girders shall have a minimum yield strength determined in accordance with one of the procedures
specified in this section, 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 1002.2 of this specification.
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 of which conform to the requirements of
one of the listed specifications, the test specimens and procedures shall conform to those of such specifications and to
ASTM A370.
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American National Standard SJI-JG-2010
In the case of material, the mechanical properties of 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 millimeters) for sheet and strip, or (b) 18 percent in 8 inches (203 millimeters) for plates,
shapes and bars with adjustments for thickness for plates, shapes and bars as prescribed in ASTM A36/A36M,
A242/A242M, A500/A500M, A529/A529M, A572/A572M, A588/A588M, A992/A992M 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/A606M,
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 North American Specifications for the Design of Cold-Formed Steel Structural
Members. They shall also indicate compliance with these provisions and with the following additional requirements:
a) The yield strength calculated from the test data 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 8 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.
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, F6XX-ECXXX flux electrode combination
AWS A5.20: E6XT-X, E6XT-XM
AWS A5.29: E6XTX-X, E6XTX-XM
or any of those listed in Section 102.3(a).
Other welding methods, providing equivalent strength as demonstrated by tests, shall be permitted to be used.
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American National Standard SJI-JG-2010
1002.4 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.
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.
SECTION 1003.
DESIGN AND MANUFACTURE
1003.1 METHOD
Joist Girders shall be designed in accordance with these specifications as simply-supported primary load-carrying
members. All loads shall be applied through steel joists, and placed 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:
a) Where the steel used consists of hot-rolled shapes, bars or plates use the American Institute of
Steel Construction, Specification for Structural Steel Buildings.
b) For members which are cold-formed from sheet or strip steel, use the American Iron and Steel Institute,
North American Specification for the Design of Cold-Formed Steel Structural Members.
Design Basis:
Joist Girder designs shall be in accordance with the provisions in this Standard Specification using Load and Resistance
Factor Design (LRFD) or Allowable Strength Design (ASD) as specified by the specifying professional for the project.
The load combinations shall be specified by the specifying professional on the contract drawings in accordance with the
applicable building code or, in the absence of a building code, the load combinations shall be those stipulated in
SEI/ASCE 7. For LRFD designs, the load combinations in SEI/ASCE 7, Section 2.3 apply. For ASD designs, the load
combinations in SEI/ASCE 7, Section 2.4 apply.
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American National Standard SJI-JG-2010
Design Using Allowable Strength Design (ASD)
Joist Girders shall have their components so proportioned that the required stresses, f, shall not exceed Fn / where
f = required stress ksi (MPa)
Fn = nominal stress ksi (MPa)
= safety factor
Fn/ = allowable stress
Stresses:
For Chords: The calculation of design or allowable stress shall be based on a yield strength, Fy, of the material used in
manufacturing equal to 50 ksi (345 MPa).
For all other Joist Girder elements: The calculation of design or allowable stress shall be based on a yield strength, Fy,
of the material used in manufacturing, but shall not be less than 36 ksi (250 MPa) or greater than 50 ksi (345 MPa).
Note: Yield strengths greater than 50 ksi shall not be used for the design of any Joist Girder members.
QFy
Fe
Fcr = Q 0.658 F (1003.2-5)
y
2 E
Fe = (1003.2-7)
( r ) 2
In the above equations, is taken as the distance in inches (millimeters) between panel points for the chord members
and the appropriate 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).
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American National Standard SJI-JG-2010
For hot-rolled sections and cold formed angles, Q is the full reduction factor for slender compression members as
defined in the AISC Specification for Structural Steel Buildings, except that when the first primary compression web
member is a crimped-end angle member, whether hot-rolled or cold formed.
or,
For all other cold-formed sections the method of calculating the nominal compression strength is given in the AISI,
North American Specification for the Design of Cold-Formed Steel Structural Members.
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American National Standard SJI-JG-2010
(d) Weld Strength:
Shear at throat of fillet welds, flare bevel groove welds, partial joint penetration groove welds, and plug/slot welds:
Nominal Shear Stress = Fnw = 0.6Fexx (1003.2-16)
LRFD: w = 0.75
Design Shear Strength = Rn = wFnw A = 0.45Fexx Aw (1003.2-17)
ASD: w = 2.0
Allowable Shear Strength = Rn/w = FnwA/w = 0.3Fexx Aw (1003.2-18)
Made with E70 series electrodes or F7XX-EXXX flux-electrode combinations Fexx = 70 ksi (483 MPa)
Made with E60 series electrodes or F6XX-EXXX flux-electrode combinations Fexx = 60 ksi (414 MPa)
For flare bevel groove welds, the effective weld area is based on a weld throat width, T, where
T (inches) = 0.12D + 0.11 (1003.2-19)
Where D = web diameter, inches
or,
T (mm) = 0.12D + 2.8 (1003.2-20)
Where D = web diameter, mm
For plug/slot welds, Aw = cross-sectional area of the hole or slot in the plane of the faying surface provided that
the hole or slot meets the requirements of the American Institute of Steel Construction Specification for
Structural Steel Buildings (and as described in SJI Technical Digest No. 8, Welding of Open-Web Steel Joists
and Joist Girders).
Strength of resistance welds and complete-joint-penetration groove or butt welds in tension or compression (only
when the stress is normal to the weld axis) is equal to the base metal strength:
The slenderness ratio r , where is the length center-to-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
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American National Standard SJI-JG-2010
1003.4 MEMBERS
(a) Chords
The bottom chord shall be designed as an axially loaded tension member. The radius of gyration of the bottom chord
about its vertical axis shall not be less than /240 where is the distance between lines of bracing.
The top chord shall be designed as an axial loaded compression member. The radius of gyration of the top chord
about the vertical axis shall not be less than Span/575.
The top chord shall be considered as stayed laterally by the steel joists provided positive attachment is made.
The outstanding part of the top chord member shall be designed such that the allowable reaction from a single joist is
the lesser of:
Pp and Pp (1.6 f au/QFy) (LRFD, = 0.9) (1003.4-1)
0.6Pp and 0.6Pp(1.6 f a/QFy) (ASD, = 0.6) (1003.4-2)
Where:
Fy = Specified minimum yield strength, ksi (MPa)
2
Pp = Plastic failure mode = [(t Fy)/[2(b-k)]][g+5.66(b-k)]
Q = Form factor defined in Section 1003.2(b)
b = width of the outstanding part of the top chord member, in. (mm)
f au = Pu/A = Required compressive stress, ksi (MPa)
fa = P/A = Required compressive stress, ksi (MPa)
g = width of bearing seat, in. (mm)
k = value from angle properties or similar dimension for other members
t = thickness of the outstanding part of the top chord member, in. (mm)
The top chord and bottom chord shall be designed such that at each joint:
f vmod vf n (LRFD, = 1.00) (1003.4-3)
f vmod fn/v (ASD, = 1.50) (1003.4-4)
Where:
fn = nominal shear stress = 0.6Fy, ksi (MPa)
ft = axial stress = P/A, ksi (MPa)
fv = shear stress = V/bt, ksi (MPa)
fvmod = modified shear stress = ( 12 )(ft2 + 4fv2 )1/ 2
b = length of vertical part(s) of cross section, in. (mm)
t = thickness of vertical part(s) of cross section, in. (mm)
It is not necessary to design the top chord and bottom chord for the modified shear stress when a round bar web
member is continuous through a joint. The minimum required shear of 25 percent of the end reaction is not required
when evaluating Equation 1003.4-3 or 1003.4-4.
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American National Standard SJI-JG-2010
(b) Web
The vertical shears to be used in the design of the web members shall be determined from full loading, but such
vertical shear shall be not less than 25 percent of the end reaction.
Interior vertical web members used in modified Warren type web systems that do not support the direct loads through
steel joists shall be designed to resist an axial load of 2 percent of the top chord axial force.
Tension members shall be designed to resist at least 25 percent of their axial force in compression.
Joist Girder extensions are defined as one of three types, top chord extensions (TCX), extended ends, or full depth
cantilevers.
Any deflection requirements or limits due to the accompanying loads and load combinations on the Joist Girder
extension shall be provided by the specifying professional. Unless otherwise specified, the joist manufacturer shall
check the extension for the specified deflection limit under live load acting simultaneously on both the Joist Girder
base span and the extension.
The joist manufacturer shall consider the effects of Joist Girder extension loading on the base span of the Joist Girder.
This includes carrying the design bending moment due to the loading on the extension into the top chord end
panel(s), and the effect on the overall Joist Girder chord and web axial forces.
Bracing of Joist Girder extensions shall be clearly indicated on the structural drawings.
In compression members composed of two components, (when fillers, ties or welds are used) they shall be spaced so
the /r ratio for each component does not exceed the /r ratio of the member as a whole. In tension members
composed of two components (when fillers, ties or welds are used), they shall be spaced so that the /r ratio of each
component does not exceed 240. The least radius of gyration shall be used in computing the /r ratio of a component.
1003.5 CONNECTIONS
(a) Methods
Joist connections and splices shall be made by attaching the members to one another by arc or resistance welding or
other accredited methods.
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American National Standard SJI-JG-2010
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.
Manufacturers shall have a program for establishing weld procedures and operator qualification, and weld
sampling and testing. (See Technical Digest 8, Welding of Open Web Steel Joists and Joist Girders).
(4) Weld Inspection by Outside Agencies (See Section 1004.10 of this specification).
The agency shall arrange for visual inspection to determine that welds meet the acceptance standards of Section
1003.5(a)(1). Ultrasonic, X-Ray, and magnetic particle testing are inappropriate for joists due to the configurations
of the components and welds.
(b) Strength
(1) Joint Connections - Joint connections shall develop the maximum force due to any of the design loads, but not
less than 50 percent of the strength of the member in tension or compression, whichever force is the controlling
factor in the selection of the member.
(2) Shop Splices Shop splices shall be permitted to 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 member strength. All component parts
comprising the cross section of the chord or web member (including reinforcing plates, rods, etc.) at the point of
the splice, shall develop an ultimate tensile force of at least 1.2 times the product of the yield strength and the full
design area of the chord or web. The full design area is the minimum required area such that the required
stress shall be less than the design (LRFD) or allowable (ASD) stress.
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 member strength.
(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 shall be permitted to 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.
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American National Standard SJI-JG-2010
1003.6 CAMBER
Joist Girders shall have approximate cambers in accordance with the following:
TABLE 1003.6-1
Top Chord Length Approximate Camber
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) 1 1/2 (38 mm)
70'-0 (21336 mm) 2 (51 mm)
80'-0 (24384 mm) 2 3/4 (70 mm)
90'-0 (27432 mm) 3 1/2 (89 mm)
100'-0 (30480 mm) 4 1/4 (108 mm)
For Joist Girder lengths exceeding 100-0 a camber equal to Span/300 shall be used.
The specifying professional shall give consideration to coordinating Joist Girder camber with adjacent framing.
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. Design data shall be
submitted in detail and in the format specified by the Institute.
Each manufacturer shall verify his ability to manufacture Joist Girders 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 guarantee of the quality of any specific joists; this responsibility lies fully and solely with the individual
manufacturer.
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American National Standard SJI-JG-2010
SECTION 1004.
APPLICATION
1004.1 USAGE
This specification shall apply to any type of structure 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 when 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 loading, 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 structural
support.
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 be furnished by other than the joist manufacturer.
*For further reference, refer to Steel Joist Institute Technical Digest 11, Design of Lateral Load Resisting
Frames Using Steel Joists and Joist Girders.
1004.2 SPAN
The span of a Joist Girder shall not exceed 24 times its depth.
1004.3 DEPTH
Joist Girders may have either parallel chords or a top chord pitch of up to 1/2 inch per foot (1:24). The nominal depth of a
Joist Girder shall be the depth at mid-span.
A Joist Girder end supported by masonry or concrete shall 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 design of the steel bearing plate and the masonry or concrete. The ends of Joist
Girders shall extend a distance of not less than 6 inches (152 millimeters) 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 millimeters) from the
face of the wall and shall be not less than 9 inches (229 millimeters) wide perpendicular to the length of the girder.
The plate is to be designed by the specifying professional and shall be furnished by other than the joist
manufacturer.
Where it is deemed necessary to bear less than 6 inches (152 millimeters) 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 girders shall bear a minimum of 4 inches (102 millimeters) 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 Joist Girders shall extend a distance of not less than 4
inches (102 millimeters) over the steel supports and shall have positive attachment to the support, either by bolting or
welding.
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American National Standard SJI-JG-2010
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 shall be met:
a) The ends of the bottom chord are restrained from lateral movement to brace the girder from overturning. For Joist
Girders at columns in steel frames, restraint shall be provided by a stabilizer plate on the column.
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.
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 millimeters) fillet welds 2 inches (51 millimeters) long, or with two 3/4 inch (19 millmeters)
ASTM - A307 bolts (minimum), 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 (6 millimeters)
fillet welds 2 inches (51 millimeters) long, or with two 3/4 inch (19 millimeters) ASTM - A307 bolts, or the equivalent.
In steel frames, bearing seats for Joist Girders shall be fabricated to allow for field bolting.
(c) Uplift
Where uplift forces are a design consideration, roof Joist Girders shall be anchored to resist such forces (Refer to
Section 1004.9).
1004.7 DEFLECTION
The deflections 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 consideration to the effects of deflection and vibration* in the selection of Joist
Girders.
*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.
1004.8 PONDING
*For further reference, refer to Steel Joist Institute Technical Digest 3, Structural Design of Steel Joist
Roofs to Resist Ponding Loads and AISC Specification for Structural Steel Buildings.
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American National Standard SJI-JG-2010
1004.9 UPLIFT
Where uplift forces due to wind are a design requirement, these forces shall be indicated on the contract drawings in
terms of NET uplift in pounds per square foot (Pascals). The contract drawings shall indicate if the net uplift is based on
ASD or LRFD. When these forces are specified, they shall be considered in the design of Joist Girders and/or bracing. If
the ends of the bottom chord are not strutted, bracing shall be provided near the first bottom chord panel points whenever
uplift due to wind forces is a design consideration.
*For further reference, refer to Steel Joist Institute Technical Digest 6, Structural Design of Steel Joist
Roofs to Resist Uplift Loads.
1004.10 INSPECTION
Joist Girders shall be inspected by the manufacturer before shipment to verify 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, they may reserve the right to do so in their "Invitation to Bid" or the
accompanying "Job Specifications". Arrangements shall be made with the manufacturer for such inspection of the Joist
Girders at the manufacturing shop by the purchaser's inspectors at purchaser's expense.
SECTION 1005.
HANDLING AND ERECTION*
Particular attention shall 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.
In steel framing, where Joist Girders are utilized at column lines, the Joist Girder shall be field-bolted at the column.
Before hoisting cables are released and before an employee is allowed on the Joist Girder the following conditions shall
be met:
a) The seat at each end of the Joist Girder is attached in accordance with Section 1004.6.
When a bolted seat connection is used for erection purposes, as a minimum, the bolts shall 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 shall be
attained by a few impacts of an impact wrench or the full effort of an employee using an ordinary spud wrench.
b) Where stabilizer plates are required the Joist Girder bottom chord shall engage the stabilizer plate.
During the construction period, the contractor shall provide means for the adequate distribution of loads so that the
carrying capacity of any Joist Girder is not exceeded.
Joist Girders shall not be used as anchorage points for a fall arrest system unless written direction to do so is obtained
(1)
from a qualified person.
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.
*For a thorough coverage of this topic, refer to SJI Technical Digest 9, "Handling and Erection of Steel
Joists and Joist Girders."
(1)
See Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR
Part 1926 Safety Standards for Steel Erection; Final Rule, 1926.757 Open Web Steel Joists - January 18, 2001,
Washington, D.C. for definition of qualified person.
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DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS
Based on a 50ksi maximum yield strength
U. S. CUSTOMARY
Girder Joist Girder Joist Girder Weight Pounds Per Linear Foot
Span Spaces Depth
Load on Each Panel Point
(ft) (ft) (in)
LRFD 6K 7.5K 9K 10.5K 12K 13.5K 15K 16.5K 18K 21K 24K 27K 30K 37.5K 45K 52.5K 60K 75K 90K 105K 120K 150K
ASD 4K 5K 6K 7K 8K 9K 10K 11K 12K 14K 16K 18K 20K 25K 30K 35K 40K 50K 60K 70K 80K 100K
16 16 16 16 16 16 16 16 17 18 21 23 26 30 35 41 47 54 69 83 100 108 140
2N@ 20 16 16 16 16 16 16 16 16 16 17 19 22 24 31 35 39 44 56 64 76 85 104
10.00 24 16 16 16 16 16 16 17 17 17 17 17 19 20 26 29 34 37 48 57 66 73 88
16 16 16 16 16 16 18 20 22 24 27 31 35 38 48 54 69 79 101 114 141 152 187
3N@ 20 16 16 16 16 16 16 17 19 21 23 26 28 31 38 47 56 64 78 95 109 117 156
6.67 24 16 16 17 17 17 17 17 18 19 23 25 26 31 34 38 45 51 67 80 97 109 122
16 16 16 18 20 22 26 28 29 32 38 42 50 54 66 83 100 108 140 162 188 209 314
20 4N@ 20 16 16 16 17 20 20 21 23 26 30 34 39 43 52 60 76 85 105 124 145 169 238
5.00 24 16 16 16 16 17 19 20 21 22 25 28 32 38 44 54 61 75 89 107 126 149 189
16 16 18 19 24 26 29 33 37 39 47 54 59 66 83 101 113 140 172 212 247 296
5N@ 20 16 16 17 19 21 26 28 29 32 37 41 49 53 65 80 95 104 134 167 198 221 296
4.00 24 16 16 17 19 20 22 24 28 28 31 35 39 45 55 67 78 88 109 128 152 183 244
16 28 33 39 47 54 62 72 78 83 101 109 131 141 195 226 247 358
10N@ 20 23 29 31 37 43 49 56 61 64 77 86 104 108 145 179 203 236 317
2.00 24 21 25 28 32 39 43 46 55 54 66 80 84 89 119 141 171 197 250 313
16 18 18 18 18 18 18 19 20 20 23 26 29 32 39 46 53 61 77 98 107 119 158
2N@ 20 18 18 18 18 18 18 18 19 19 20 21 23 27 33 37 46 48 62 70 83 101 121
11 24 19 19 19 19 19 19 19 19 19 19 20 21 24 29 33 36 42 49 63 72 81 103
16 15 15 15 16 17 19 23 24 25 29 33 37 40 53 61 73 90 103 129 149 170 207
3N@ 20 16 16 16 16 16 17 19 20 23 24 27 30 34 42 48 55 67 80 102 115 132 165
7.33 24 16 16 16 16 16 16 17 18 19 24 24 27 28 36 43 48 57 70 82 97 111 137
16 16 17 18 21 24 28 30 33 36 40 46 53 58 77 98 100 119 159 179 206 235
22 4N@ 20 16 16 17 18 20 22 25 27 28 33 37 42 48 60 71 84 102 115 143 165 187 244
5.5 24 16 16 16 17 19 20 20 21 26 27 31 34 40 47 61 69 76 104 113 145 148 206
16 17 21 26 29 35 39 42 49 50 58 73 82 99 107 139 160 180 237
6N@ 20 17 19 21 26 28 31 34 38 42 51 59 60 68 85 103 122 143 175 222 252 322
3.67 24 16 17 19 21 25 27 30 32 34 40 47 54 61 75 87 106 113 148 178 202 240 330
16 32 39 49 57 64 77 82 99 100 113 140 150 162 222 256
11N@ 20 26 31 37 43 52 59 64 76 80 94 103 116 133 168 203 235 289
2.00 24 24 28 32 38 43 50 54 62 65 78 90 108 110 138 182 205 238 301
20 18 18 18 18 18 18 18 19 19 21 24 27 30 36 44 47 54 68 78 99 103 131
2N@ 24 18 18 18 18 18 18 18 18 19 20 21 22 26 32 34 40 46 55 67 79 93 106
12.00 28 19 19 19 19 19 19 19 19 19 19 20 21 23 28 32 35 41 48 57 69 72 95
20 16 16 16 16 16 18 20 22 23 26 29 33 36 45 54 62 74 92 105 130 151 175
3N@ 24 16 16 16 16 16 16 17 19 21 24 27 29 31 38 47 55 64 78 94 108 117 156
8.00 28 16 16 16 16 17 17 17 18 18 24 26 26 30 35 40 48 55 67 86 97 108 122
20 16 16 17 19 21 25 27 28 31 36 39 47 50 63 78 100 101 130 161 183 192 246
4N@ 24 17 17 17 18 19 22 24 25 28 32 35 38 43 54 65 76 85 107 124 147 168 225
6.00 28 16 16 16 16 17 20 20 21 25 27 30 36 38 44 53 62 74 88 108 126 149 187
24 20 16 17 20 22 25 28 31 35 36 43 51 55 62 78 100 105 131 164 196 225 282
5N@ 24 16 16 18 20 21 26 28 29 32 36 41 49 53 65 80 94 104 134 157 186 218 285
4.8 28 16 16 17 19 20 22 25 27 29 32 36 42 46 58 66 82 97 115 138 168 180 231
20 17 20 23 27 30 33 38 41 44 51 59 69 74 101 109 141 163 192 245 294
6N@ 24 16 17 20 23 26 29 32 34 38 43 53 60 61 76 103 106 124 172 196 232 267
4.00 28 17 17 20 22 25 28 29 31 33 39 44 49 55 76 84 106 112 129 177 202 240 289
20 29 38 45 51 59 70 75 84 101 103 122 143 166 196 265 320
12N@ 24 27 31 38 45 53 61 62 72 77 87 105 113 126 175 199 249 288
2.00 28 25 29 33 40 45 54 56 69 71 79 91 113 114 144 183 215 234 305
20 22 22 22 22 22 22 23 24 24 26 27 29 32 37 45 53 60 68 90 99 112 140
2N@ 24 23 23 23 23 23 23 23 23 24 25 25 27 29 32 38 44 51 61 70 83 101 115
13.00 28 23 23 23 23 23 23 23 23 23 24 25 26 27 31 34 39 45 52 62 71 81 103
20 15 15 16 16 17 19 22 23 25 28 33 36 39 50 57 68 78 99 113 140 151 196
3N@ 24 16 16 16 16 16 17 19 21 23 25 28 31 34 40 51 58 67 80 102 113 132 155
8.67 28 16 16 16 16 16 17 17 19 20 25 25 28 29 38 45 48 56 69 81 97 110 136
20 16 16 18 21 24 27 28 30 33 39 42 50 54 69 82 100 107 140 161 186 213 284
4N@ 24 16 16 17 18 20 23 25 27 28 33 37 40 48 60 71 79 101 110 143 166 188 223
6.5 28 16 16 16 17 19 20 20 22 26 29 32 35 39 50 60 69 76 104 112 145 149 204
26 20 17 18 21 25 28 31 35 39 40 48 54 62 69 91 100 114 140 172 200 239 275
5N@ 24 16 16 19 21 24 27 28 31 34 38 43 51 55 71 84 103 108 143 166 201 225 310
5.2 28 16 16 17 19 21 23 27 28 29 34 39 43 50 61 80 86 104 118 147 178 200 249
20 20 24 28 33 36 42 47 54 58 65 78 91 100 119 140 162 192 238 308
7N@ 24 17 20 26 28 31 35 40 44 49 56 64 71 80 103 116 143 166 198 242 293
3.71 28 17 20 22 27 29 32 35 38 42 50 58 62 70 86 106 114 137 178 212 253 292
20 42 50 58 70 86 91 103 109 110 131 152 173 202 252
13N@ 24 35 43 50 62 66 76 88 93 97 112 127 154 166 225 248
2.00 28 32 40 48 55 64 68 74 90 90 100 115 130 148 177 232 283
Bearing Depth 7 1/2 in. 10 in.
Joist Girder weights between the heavy black and blue lines have 7 1/2 inch bearing depths.
Joist Girder weights to the right of the heavy blue line have 10 inch bearing depths. Check with Vulcraft for material availability.
140
DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS
U. S. CUSTOMARY
Based on a 50ksi maximum yield strength
Girder Joist Girder Joist Girder Weight Pounds Per Linear Foot
Span Spaces Depth Load on Each Panel Point
(ft) (ft) (in)
RFD 6K 7.5K 9K 10.5K 12K 13.5K 15K 16.5K 18K 21K 24K 27K 30K 37.5K 45K 52.5K 60K 75K 90K 105K 120K 150K
L
ASD 4K 5K 6K 7K 8K 9K 10K 11K 12K 14K 16K 18K 20K 25K 30K 35K 40K 50K 60K 70K 80K 100K
24 29 29 29 29 29 29 29 30 31 31 33 34 37 39 42 49 57 65 77 91 103 129
2N@ 28 29 29 30 30 30 30 30 30 30 31 32 34 34 38 40 43 46 58 66 78 93 106
14.00 32 30 30 30 30 30 30 30 30 30 31 32 33 34 37 39 40 44 52 60 68 76 95
24 16 16 16 16 16 18 21 22 23 26 29 33 36 44 54 61 70 91 105 124 133 174
3N@ 28 16 16 16 16 16 16 18 19 21 23 26 29 31 39 47 52 61 77 94 107 115 156
9.33 32 16 16 16 16 17 17 17 18 19 24 24 27 29 36 42 47 54 70 80 97 110 131
24 16 16 17 19 21 24 27 28 31 35 39 45 50 62 74 91 101 121 143 165 190 244
4N@ 28 17 17 17 18 20 23 24 25 28 32 36 39 44 57 64 76 85 109 124 151 170 206
7.00 32 16 16 16 18 19 20 21 22 24 27 31 37 39 46 54 62 74 88 108 126 149 185
24 16 17 19 22 24 28 31 33 35 41 47 55 62 78 92 105 114 152 176 215 244
28 5N@ 28 16 16 17 20 21 26 28 29 32 35 40 47 52 64 80 94 104 134 156 186 213 260
5.6 32 16 16 17 19 20 22 26 27 29 32 38 42 46 58 66 82 97 111 136 162 190 232
24 17 19 21 25 29 32 36 39 43 50 59 66 73 100 109 121 142 191 219 254 314
6N@ 28 16 19 21 22 26 29 32 34 37 44 52 57 60 76 103 105 123 149 194 223 253
4.67 32 17 17 20 22 24 27 30 31 34 38 45 51 54 71 87 105 108 148 177 201 230 301
24 18 22 26 31 33 37 43 48 51 59 67 79 84 103 131 144 166 219 261
7N@ 28 17 20 24 26 29 32 36 41 45 53 61 65 74 95 109 125 147 184 224 272 312
4.00 32 17 20 23 25 27 30 33 37 40 47 55 60 67 83 106 115 127 169 202 240 277
24 33 43 51 59 66 79 84 102 103 121 143 155 173 221 281
14N@ 28 30 38 45 53 61 70 75 82 88 106 114 137 149 198 235 274 32
3
2.00 32 28 33 40 47 54 63 72 76 79 100 113 118 132 172 206 244 284
24 29 29 29 29 29 29 30 30 31 32 33 35 37 40 46 53 60 72 85 102 103 139
2N@ 28 29 29 29 29 29 30 30 30 30 32 32 34 36 38 41 44 49 65 74 86 92 115
15.00 32 30 30 30 30 30 30 30 30 30 31 32 33 34 37 40 41 45 55 66 75 89 106
36 30 30 30 30 30 30 30 30 30 31 32 32 33 36 38 41 42 51 60 68 76 95
24 15 16 16 16 18 19 22 24 25 29 31 34 38 48 57 65 74 91 109 130 151 176
3N@ 28 16 16 16 16 16 17 20 21 24 25 28 31 33 43 50 58 67 79 94 108 126 156
10.00 32 16 16 16 16 16 17 18 19 21 25 26 29 30 38 45 51 60 69 89 96 110 136
36 16 17 17 17 17 17 17 18 20 24 26 27 30 34 42 46 55 70 80 92 99 122
24 16 16 17 20 24 26 27 30 32 37 42 47 54 66 78 99 104 140 161 183 210 265
4N@ 28 16 16 17 18 21 23 25 27 28 33 37 42 46 56 71 79 93 110 143 156 179 223
7.5 32 16 16 16 18 19 20 21 23 27 29 32 36 41 50 60 69 76 104 112 146 149 202
36 16 16 17 17 18 19 21 22 24 27 30 35 38 45 54 62 71 87 106 115 147 184
24 16 17 20 23 26 29 32 34 38 45 53 58 62 78 100 108 131 162 193 231 262
5N@ 28 16 16 19 21 24 27 28 31 34 38 46 49 56 71 79 102 107 143 166 195 224 285
30 6.00 32 16 16 17 19 21 25 26 28 31 36 39 44 50 64 73 85 104 118 147 177 198 248
36 16 17 17 19 21 22 25 27 29 31 38 40 44 58 66 76 88 108 127 151 179 220
24 17 19 24 28 31 34 39 42 47 54 62 69 78 100 109 140 161 190 237 288
6N@ 28 16 19 20 26 28 31 34 37 40 46 52 60 67 84 102 111 143 167 195 222 289
5.00 32 16 17 20 22 26 28 31 32 35 41 47 53 60 74 87 106 113 148 175 200 237 304
36 17 18 19 21 24 28 28 30 33 38 44 49 55 67 79 90 108 129 154 180 206 275
24 21 25 31 36 41 47 50 58 62 73 83 100 102 131 162 188 216 255
8N@ 28 20 23 29 32 37 40 44 49 53 61 72 81 86 111 144 147 175 224 281
3.75 32 19 22 26 30 32 36 41 45 50 57 65 75 82 105 114 147 159 204 242 308 343
36 19 21 24 28 30 35 38 39 43 53 59 69 74 89 111 118 152 185 218 256 314
24 40 50 58 66 78 92 101 106 115 142 165 181 196 257 326
15N@ 28 34 41 52 60 68 76 85 103 105 113 137 152 176 216 265 329
2.00 32 30 39 47 54 62 73 77 83 91 111 117 133 159 195 242 275 25
3
36 29 35 42 49 56 66 72 79 82 103 117 127 142 183 222 260 290
24 15 15 15 17 19 21 23 25 26 31 34 37 42 50 63 72 86 102 123 130 150 197
3N@ 28 16 16 16 16 17 19 21 22 24 27 29 32 35 44 51 64 67 87 105 114 132 173
10.67 32 16 16 16 16 16 17 19 21 22 25 27 30 32 39 45 52 60 77 93 107 115 156
36 16 16 17 17 17 17 18 19 21 25 25 28 30 37 44 51 54 69 79 97 110 131
24 16 16 18 22 24 26 29 31 34 40 45 53 58 69 89 99 107 139 161 187 222 273
4N@ 28 16 16 17 19 22 24 26 27 30 35 38 46 48 62 70 83 101 115 143 165 187 243
8.00 32 17 17 17 18 20 24 25 25 28 32 36 39 46 56 65 73 85 109 124 151 172 203
36 16 16 18 18 19 20 22 23 26 28 34 37 39 50 57 66 75 88 107 125 149 184
24 16 19 22 26 29 31 34 38 41 47 54 61 68 91 103 113 140 172 200 237 275
5N@ 28 16 17 19 22 24 27 29 32 35 41 47 54 62 71 92 102 114 143 175 209 233 305
32 6.4 32 16 16 18 20 22 26 27 30 33 36 42 47 55 64 80 94 103 133 156 187 203 258
36 16 17 17 19 20 23 25 28 29 35 37 43 48 58 72 82 96 111 137 162 189 230
24 18 21 25 29 33 36 40 46 49 57 65 73 82 100 119 141 161 214 242 307
6N@ 28 17 19 21 26 28 31 36 39 43 50 59 62 70 92 102 121 142 171 219 249 290
5.33 32 16 19 20 24 26 28 32 34 37 44 52 57 60 76 103 105 123 149 194 223 253 321
36 17 17 20 21 25 27 30 32 35 39 46 51 57 74 87 105 108 148 176 200 229 299
24 23 28 33 39 42 50 57 58 65 77 91 100 108 140 162 188 216 282
8N@ 28 21 26 28 33 37 42 48 51 59 67 75 85 101 111 143 167 192 241 292
4.00 32 20 23 27 30 34 38 42 46 52 61 69 76 86 109 125 149 176 207 258 304
36 19 22 26 29 32 36 39 43 46 54 62 74 76 97 116 129 152 195 241 277 316
Bearing Depth 7 1/2 in. 10 in.
Joist Girder weights between the heavy black and blue lines have 7 1/2 inch bearing depths.
Joist Girder weights to the right of the heavy blue line have 10 inch bearing depths. Check with Vulcraft for material availability.
141
DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS
U. S. CUSTOMARY
Based on a 50ksi maximum yield strength
Girder Joist Girder Joist Girder Weight Pounds Per Linear Foot
Span Spaces Depth Load on Each Panel Point
(ft) (ft) (in)
LRFD 6K 7.5K 9K 10.5K 12K 13.5K 15K 16.5K 18K 21K 24K 27K 30K 37.5K 45K 52.5K 60K 75K 90K 105K 120K 150K
ASD 28 4K 5K 6K 7K
18 18 18 8K 20 22 23 25 28 31 34 40 48
18 19 9K 10K 11K 12K 14K 16K 18K 20K 25K 30K 35K 40K 50K
57 65 60K 70K 80K
73 91 109 124 100K
150 173
3N@ 32 18 18 18 19 19 19 20 22 23 26 28 32 35 42 49 58 66 87 91 112 126 156
11.33 36 18 19 19 19 19 19 20 20 22 26 27 29 31 39 45 51 60 73 89 99 115 136
40 19 19 19 19 19 19 20 20 21 25 27 28 32 37 44 46 54 70 79 92 110 132
28 16 16 18 20 23 26 27 29 32 36 40 47 54 62 78 91 100 130 152 174 199 243
4N@ 32 16 16 17 19 20 24 24 27 30 32 37 42 47 56 71 79 92 108 134 155 177 223
8.50 36 16 17 18 18 19 21 23 26 27 29 33 38 41 50 61 69 76 104 113 146 149 200
40 16 18 18 18 19 20 21 23 26 28 33 35 39 45 54 62 74 87 106 115 148 182
34 28 16 17 21 23 26 29 32 35 38 45 47 54 62 77 99 106 120 153 185 212 248
5N@ 32 16 17 18 21 24 27 30 32 34 39 46 48 55 70 79 101 107 133 156 197 214 267
6.80 36 16 16 17 20 21 25 28 28 33 36 39 47 50 64 73 85 104 119 146 170 198 241
40 17 17 18 19 21 23 26 29 29 35 38 40 48 58 66 80 96 111 137 151 181 227
28 17 20 24 28 30 33 36 41 44 54 58 65 73 100 108 130 142 190 220 248 307
6N@ 32 17 19 21 25 28 31 34 37 40 48 52 59 67 83 102 110 123 167 193 224 252
5.67 36 17 18 20 22 26 28 31 32 36 41 50 53 60 74 86 105 113 148 177 199 228 298
40 17 18 19 22 24 27 29 30 33 39 42 51 54 67 83 97 108 128 153 187 216 269
28 19 23 27 31 34 39 43 47 54 62 70 78 91 105 131 152 175 219 255
7N@ 32 18 20 26 27 31 35 38 42 47 56 64 71 79 102 111 134 155 193 223 268
4.86 36 17 20 22 27 29 32 36 38 42 50 57 65 69 86 105 118 136 176 203 241 285
40 17 20 23 25 28 30 33 36 39 45 53 59 63 79 99 109 122 154 196 225 258 332
28 25 28 34 39 43 51 58 63 67 78 92 101 109 142 164 194 220 284
9N@ 32 21 26 30 35 40 44 49 56 60 70 80 95 103 124 148 175 198 265 325
3.78 36 20 25 28 32 36 41 45 50 53 62 72 81 88 113 127 150 178 227 275 330
40 19 23 28 30 34 38 43 46 51 59 68 76 84 107 116 142 159 206 250 299
28 18 18 18 18 19 21 23 25 27 30 33 40 41 48 60 69 81 94 109 130 151 186
3N@ 32 18 18 18 18 18 19 21 23 25 27 30 33 36 44 54 61 71 87 104 112 132 164
12.00 36 18 18 19 19 19 19 20 21 22 26 28 31 34 43 48 55 63 76 93 107 115 156
40 19 19 19 19 19 19 19 20 22 26 26 29 32 40 44 51 57 69 89 97 110 131
28 16 16 19 21 23 27 29 31 34 39 45 50 54 69 81 99 104 140 161 183 211 265
4N@ 32 16 16 17 20 23 24 26 28 31 35 40 46 48 62 70 83 101 115 143 165 188 230
9.00 36 17 17 17 18 21 24 25 27 28 33 37 40 46 57 65 73 85 109 125 150 172 212
40 16 18 18 18 19 21 23 23 26 28 32 38 40 50 58 66 76 96 111 126 149 183
28 16 18 21 25 26 31 34 36 40 45 54 61 68 81 100 114 130 162 196 231 262
5N@ 32 16 17 20 22 24 27 30 34 35 41 46 54 59 70 91 101 112 143 177 199 233 300
7.20 36 16 16 18 21 23 26 28 30 33 37 42 47 55 63 79 93 104 133 156 186 200 258
40 17 17 17 20 21 24 26 28 31 36 39 43 49 57 73 81 95 111 137 162 188 230
36 28 18 20 25 27 33 36 39 42 47 57 62 69 77 99 113 140 160 191 236 282
6N@ 32 17 20 23 25 28 31 35 39 42 48 55 62 70 83 102 121 142 167 199 241 285
6.00 36 16 18 21 24 26 29 32 36 37 44 52 56 63 80 102 106 123 147 193 214 252 317
40 17 18 20 22 26 27 30 33 35 41 46 53 58 71 86 105 111 148 177 200 228 296
28 19 24 28 33 37 40 47 50 54 62 77 82 99 113 140 162 188 225 291
7N@ 32 18 21 26 28 32 37 40 43 49 56 64 71 80 102 116 143 166 196 246 297
5.14 36 18 20 25 28 31 33 36 41 44 53 57 65 73 94 109 125 147 183 213 256 306
40 17 20 24 26 29 31 34 37 41 49 55 62 66 82 106 113 127 167 200 231 274
28 24 31 36 41 46 54 57 65 69 82 99 104 113 141 173 205 236 293
9N@ 32 23 27 31 37 40 48 52 59 63 73 84 102 103 133 157 185 215 268
4.00 36 21 26 29 33 37 41 50 52 56 65 74 85 95 113 146 160 187 236 298
40 20 24 27 30 35 39 43 46 51 62 68 76 87 107 121 151 178 207 270 307
32 22 23 23 23 23 24 25 26 26 29 33 36 40 47 57 65 74 91 109 124 142 173
3N@ 36 23 23 23 23 23 24 25 26 26 27 28 32 36 43 50 61 67 85 97 112 126 156
12.67 40 23 23 23 23 24 24 24 25 26 29 28 31 33 43 48 55 63 73 89 99 115 145
44 23 24 24 24 24 24 24 25 26 28 29 29 33 39 44 50 58 70 88 96 110 131
32 16 16 18 21 23 26 28 30 32 36 41 46 54 62 78 91 100 120 152 175 190 244
4N@ 36 16 17 17 19 23 24 26 26 29 34 38 42 47 56 71 79 93 108 134 155 177 223
9.50 40 17 17 18 18 20 23 24 26 28 31 35 38 41 51 61 72 80 104 113 146 149 199
44 18 18 18 18 19 21 23 24 27 29 34 36 39 48 58 66 74 88 106 121 148 182
32 16 17 20 23 26 29 32 35 37 44 47 55 62 77 91 105 115 152 177 207 233
5N@ 36 16 17 18 22 24 27 29 31 34 38 46 49 56 71 79 93 107 134 158 184 213 274
7.60 40 16 16 17 20 22 25 28 30 33 37 41 47 50 63 74 93 104 118 147 171 197 239
44 17 17 18 20 21 23 26 28 30 35 39 42 49 57 69 81 96 111 137 161 188 221
38 32 17 20 23 27 31 34 36 39 43 51 58 65 73 99 106 121 142 189 218 251 305
6N@ 36 17 19 21 26 28 32 34 37 40 48 52 59 64 83 102 110 123 167 192 222 260
6.33 40 17 18 20 23 26 29 32 33 36 42 50 56 61 73 86 105 113 148 176 199 228 298
44 17 18 20 22 26 28 30 33 34 39 46 51 58 70 82 97 108 127 163 189 210 272
32 20 26 30 35 39 43 49 55 59 67 79 92 101 121 143 167 191 239 309
8N@ 36 20 24 28 32 36 41 44 50 53 61 69 81 86 106 125 147 175 224 258 325
4.75 40 20 25 28 31 34 37 43 48 51 58 66 74 82 106 115 139 168 202 240 292 333
44 19 23 27 29 32 36 39 43 49 54 60 72 76 98 111 123 153 184 222 272 309
32 27 32 38 45 48 55 62 70 78 91 102 107 121 155 191 212 260
10N@ 36 25 30 35 39 47 49 56 64 71 79 93 103 108 145 173 196 214 282
3.80 40 23 28 33 37 42 48 50 57 64 76 81 95 106 120 150 176 203 264 314
44 22 26 31 35 38 44 49 53 58 67 76 83 97 113 139 168 192 239 288
Bearing Depth 7 1/2 in. 10 in.
Joist Girder weights between the heavy black and blue lines have 7 1/2 inch bearing depths.
Joist Girder weights to the right of the heavy blue line have 10 inch bearing depths. Check with Vulcraft for material availability.
142
DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS
U. S. CUSTOMARY
Based on a 50ksi maximum yield strength
Girder Joist Girder Joist Girder Weight Pounds Per Linear Foot
Span Spaces Depth Load on Each Panel Point
(ft) (ft) (in)
RFD 6K 7.5K 9K 10.5K 12K 13.5K 15K 16.5K 18K 21K 24K 27K 30K 37.5K 45K 52.5K 60K 75K 90K 105K 120K 150K
L
ASD 4K 5K 6K 7K 8K 9K 10K 11K 12K 14K 16K 18K 20K 25K 30K 35K 40K 50K 60K 70K 80K 100K
32 22 23 23 23 24 24 25 26 27 30 34 38 40 51 60 69 81 94 108 124 150 185
36 23 23 23 23 23 24 25 25 27 27 32 34 39 46 54 61 70 87 104 111 126 164
3N@ 40 23 23 23 23 23 23 24 25 27 27 28 32 35 43 49 55 62 84 93 107 125 156
13.33 44 23 23 23 24 24 24 24 26 26 28 28 32 33 42 47 55 63 73 89 99 115 131
48 23 24 24 24 24 24 24 26 26 29 29 29 32 38 44 51 57 70 80 92 102 131
32 16 16 19 22 25 26 28 30 33 39 45 50 53 68 77 90 104 129 152 173 202 252
36 16 17 18 21 25 25 26 29 31 34 40 44 48 62 71 79 93 115 143 166 179 230
4N@ 40 17 17 17 19 23 25 26 27 29 32 38 41 46 56 68 77 93 109 119 150 172 212
10.00 44 16 16 18 18 20 21 23 24 28 30 34 37 40 51 57 66 76 104 111 126 150 189
48 17 17 18 18 19 20 23 25 26 28 32 34 37 49 58 66 74 87 108 116 139 178
32 16 18 22 25 28 31 34 37 40 46 54 58 65 78 100 106 130 157 188 227 255
36 16 17 20 23 25 27 31 34 35 41 46 54 59 71 91 102 107 143 167 196 230 298
5N@ 40 16 16 18 21 23 27 28 30 33 37 42 47 53 64 80 93 104 128 159 182 210 262
8.00 44 17 17 17 20 23 24 28 29 31 35 39 46 49 60 73 81 96 116 138 161 186 245
48 17 17 17 19 23 25 25 28 29 33 37 41 47 57 67 80 93 111 122 152 178 217
32 17 20 24 28 32 35 39 42 47 54 62 69 77 99 108 140 151 189 220 266
36 17 20 23 26 28 31 35 38 41 48 55 62 70 83 102 115 142 167 197 232 275
40 6N@ 40 17 18 21 25 28 29 32 36 38 44 49 56 64 79 94 105 118 147 185 215 245 313
6.67 44 17 18 21 22 27 29 30 33 36 42 49 53 58 74 86 105 111 148 177 199 227 294
48 17 18 20 24 25 28 29 31 33 40 44 52 55 72 79 98 108 130 156 180 204 271
32 19 24 28 32 34 40 45 47 54 62 70 77 91 105 130 152 175 218 255
36 18 21 26 28 32 35 40 43 48 56 63 71 79 102 115 143 155 197 232 276
7N@ 40 18 20 25 28 31 33 36 41 45 51 57 65 72 94 108 118 145 184 214 255 300
5.71 44 18 21 23 27 29 31 34 37 41 50 58 63 67 82 106 113 127 167 199 237 272
48 18 22 24 27 30 33 37 39 42 48 57 63 71 81 99 114 125 169 195 234 267
32 21 27 31 36 39 47 50 58 62 70 83 100 101 121 152 175 197 241
36 21 25 29 32 37 40 48 51 56 64 72 84 93 111 144 156 182 222 277
8N@ 40 20 23 27 30 35 38 41 46 51 61 69 76 86 105 119 148 171 203 257 294
5.00 44 20 24 29 30 34 38 41 45 50 58 66 75 78 98 113 129 153 193 240 278 320
48 19 24 26 29 32 35 40 43 46 55 60 72 76 90 111 118 144 183 218 261 295
32 27 33 40 43 51 58 63 70 78 92 103 110 122 168 190 218 246
36 27 30 35 41 48 55 62 64 72 79 94 107 116 145 181 199 240 306
10N@ 40 25 28 33 39 43 50 56 57 65 74 86 95 109 134 160 186 212 277
4.00 44 23 28 31 37 40 48 51 57 59 74 81 88 98 120 150 175 190 255 302
48 22 26 29 34 38 42 50 54 59 67 76 83 98 114 140 157 182 230 277 324
32 29 29 29 30 31 31 32 33 34 35 38 40 45 53 60 69 81 94 118 140 160 185
36 29 29 30 30 30 31 32 34 33 35 36 38 40 47 57 64 70 87 109 122 141 173
3N@ 40 30 30 30 30 30 30 31 34 34 34 35 37 39 46 53 61 71 85 97 112 126 156
14.00 44 30 30 30 30 30 30 32 32 33 35 35 36 37 43 48 56 63 73 89 99 115 146
48 30 30 30 30 31 31 32 32 33 35 35 36 39 43 48 53 61 74 88 99 110 132
32 16 17 20 23 25 28 30 33 35 42 45 50 57 68 89 99 104 140 161 186 214 274
36 16 16 18 21 23 25 28 30 33 37 44 46 52 66 75 91 101 115 143 175 191 240
4N@ 40 17 17 18 21 22 24 26 28 30 34 38 45 47 59 68 79 94 109 134 159 177 214
10.50 44 17 17 18 19 21 25 25 27 29 32 36 42 46 54 65 74 82 106 120 138 164 202
48 18 18 18 18 20 25 27 25 28 31 35 39 43 50 63 71 81 98 114 139 153 192
32 17 20 23 26 28 33 36 39 44 47 54 61 68 90 103 113 130 172 197 225 256
36 16 17 21 23 26 28 32 34 37 44 48 54 62 74 91 105 115 152 177 207 233
5N@ 40 16 18 20 22 24 27 29 32 34 40 45 52 55 67 79 93 107 133 156 186 210 266
8.40 44 16 18 19 21 25 26 28 30 32 38 41 47 53 64 77 93 104 119 148 171 200 238
48 17 18 18 20 24 24 27 29 30 36 39 43 49 57 70 81 96 111 137 162 187 220
32 18 21 26 29 33 37 40 45 47 57 65 73 81 99 119 140 160 190 236 289
36 17 20 24 27 30 34 36 39 43 51 58 62 70 91 106 121 142 177 209 240 293
42 6N@ 40 17 19 21 26 28 32 34 36 40 47 55 59 64 79 103 109 123 167 192 222 253
7.00 44 17 18 21 24 26 29 32 34 36 43 50 57 60 76 95 105 113 148 176 202 227 303
48 17 18 21 24 26 29 30 33 35 41 46 52 58 70 83 106 108 139 163 188 208 270
32 20 24 29 34 37 42 47 53 54 68 77 90 99 113 140 162 187 226 289
36 20 23 27 30 35 38 41 46 51 59 70 78 83 102 122 142 166 205 248 292
7N@ 40 18 22 25 28 32 35 39 42 47 56 63 71 79 95 109 134 147 182 222 272 303
6.00 44 18 21 24 27 30 32 36 40 43 51 57 65 73 87 106 119 137 176 202 246 283
48 18 20 24 26 29 32 34 37 41 47 52 59 67 83 98 113 122 164 191 220 255
32 22 28 33 38 43 47 54 58 65 77 83 100 105 140 163 188 216 268
36 20 26 29 34 40 43 49 55 59 67 79 84 101 116 143 167 190 231 290
8N@ 40 20 24 28 33 36 41 45 50 53 61 69 81 86 107 126 151 175 215 264 326
5.25 44 21 23 28 31 34 37 43 47 52 58 66 79 83 107 116 141 157 201 239 291 333
48 21 25 28 29 32 35 39 44 48 56 64 69 78 100 111 130 156 182 214 278 315
32 31 37 45 53 61 69 77 82 91 104 114 130 151 189 218 267
36 27 35 41 48 55 62 70 72 79 92 106 115 132 166 197 232 270
11N@ 40 27 32 37 42 49 56 64 65 73 84 103 108 117 149 182 209 243 310
3.82 44 25 31 35 40 48 51 58 65 66 81 95 106 111 139 167 190 218 281
48 24 29 34 38 45 50 54 60 67 76 84 98 108 122 154 180 205 259 318
Bearing Depth 7 1/2 in. 10 in.
Joist Girder weights between the heavy black and blue lines have 7 1/2 inch bearing depths.
Joist Girder weights to the right of the heavy blue line have 10 inch bearing depths. Check with Vulcraft for material availability.
143
DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS
U. S. CUSTOMARY
Based on a 50ksi maximum yield strength
Girder Joist Girder Joist Girder Weight Pounds Per Linear Foot
Span Spaces Depth Load on Each Panel Point
(ft) (ft) (in)
RFD 6K 7.5K 9K 10.5K 12K 13.5K 15K 16.5K 18K 21K 24K 27K 30K 37.5K 45K 52.5K 60K 75K 90K 105K 120K 150K
L
ASD 4K 5K 6K 7K 8K 9K 10K 11K 12K 14K 16K 18K 20K 25K 30K 35K 40K 50K 60K 70K 80K 100K
36 30 30 30 30 31 31 32 34 35 36 38 39 44 52 60 69 81 95 120 134 151 187
40 30 30 30 30 31 31 32 33 35 35 37 38 39 51 59 62 70 88 110 122 141 166
3N@ 44 30 30 30 31 31 31 32 33 34 34 36 37 38 46 53 59 67 85 98 113 126 157
15.00 48 30 30 30 31 31 31 32 32 33 36 36 38 37 41 48 58 63 82 90 101 117 148
54 30 30 30 32 32 32 32 32 33 36 36 37 39 41 48 53 60 71 89 97 104 132
36 18 19 20 23 25 27 29 31 34 42 43 50 57 65 77 90 104 130 152 174 199 252
40 19 19 20 21 24 25 28 30 32 37 43 46 51 65 75 87 101 115 143 165 178 230
4N@ 44 19 19 20 21 23 26 26 28 30 34 40 44 47 59 68 76 93 109 134 156 178 211
11.25 48 19 20 20 21 22 25 25 26 29 32 35 40 42 54 64 73 81 104 114 136 151 198
54 20 20 20 21 22 24 25 26 27 30 33 38 41 50 58 66 74 97 108 116 140 176
36 16 18 23 25 28 30 33 36 39 46 54 58 65 78 99 110 131 152 194 228 254
40 16 18 21 23 26 28 31 34 37 44 46 54 58 75 91 105 112 143 176 206 231 295
5N@ 44 16 17 20 23 24 27 29 32 34 39 45 48 56 67 79 94 107 133 156 182 209 265
9.00 48 17 18 19 24 25 26 28 30 32 37 41 46 53 64 78 89 96 118 148 162 186 238
54 17 18 18 21 24 26 26 29 31 33 40 43 47 58 70 79 92 112 131 153 166 217
36 17 22 24 29 32 35 39 43 47 54 62 69 78 99 109 140 151 189 217 261
40 17 20 24 27 30 33 35 38 42 49 55 62 71 92 102 116 142 168 196 246 281
45 6N@ 44 17 19 23 26 28 31 33 36 39 47 52 56 64 80 103 109 123 159 192 222 250
7.50 48 17 19 22 24 27 29 31 34 37 43 50 57 61 74 87 105 113 148 175 199 227 295
54 17 18 21 24 25 28 30 33 35 38 45 52 55 68 83 98 108 128 155 178 202 266
36 20 24 28 32 36 40 46 47 54 62 70 77 91 105 130 152 175 217 255
40 19 22 27 30 34 38 41 46 49 56 63 71 79 102 116 143 155 196 231 290
7N@ 44 18 22 25 28 31 36 39 42 47 56 63 65 72 94 109 123 147 182 213 257 299
6.43 48 18 21 24 27 29 33 37 40 43 50 57 65 73 82 105 119 136 175 201 238 278
54 24 24 26 30 32 35 39 41 45 49 57 63 72 83 100 114 125 165 195 231 263
36 25 30 35 39 47 54 58 63 70 78 92 101 109 141 164 194 226 282
40 22 28 32 37 42 48 52 56 64 72 84 93 103 123 156 179 197 250
9N@ 44 23 28 31 36 39 45 50 53 57 66 76 86 130 113 146 175 187 244 295
5.00 48 22 26 29 34 37 41 46 51 54 63 74 81 88 109 129 152 177 226 269 313
54 21 24 28 31 35 39 43 46 51 60 69 76 84 108 116 144 159 193 243 280 321
36 32 39 48 55 62 70 78 83 100 106 121 142 155 191 225 272
40 30 35 42 49 56 64 71 79 84 103 108 123 145 171 198 246 294
12N@ 44 28 33 40 48 53 57 65 74 81 95 105 111 125 163 196 216 264
3.75 48 27 31 37 43 52 58 63 68 75 83 97 108 116 153 179 201 240 301
54 25 30 36 40 47 52 58 62 73 79 86 101 112 133 158 184 218 274 333
36 18 19 21 24 26 29 31 34 37 43 48 56 57 73 89 102 109 139 171 195 221 273
40 19 19 20 22 24 27 29 32 35 41 44 49 57 65 77 91 104 130 152 174 200 253
4N@ 44 19 19 20 21 25 27 29 30 32 36 43 45 50 63 75 87 93 113 134 155 177 231
12.00 48 19 20 20 20 24 27 27 30 31 33 40 44 46 60 68 77 89 109 129 157 172 212
54 20 20 21 21 24 25 26 26 29 32 37 41 43 49 61 70 79 97 112 128 149 188
36 17 21 24 27 30 33 36 39 44 50 57 64 68 90 103 113 130 171 197 228 266
40 17 19 24 25 27 31 33 37 39 44 51 57 65 77 91 106 125 153 177 206 234
5N@ 44 17 18 23 25 26 29 31 34 36 43 47 52 59 71 87 101 107 133 156 195 222 278
9.60 48 17 17 22 24 24 27 30 32 35 39 45 47 53 67 78 90 108 128 157 184 207 266
54 18 18 21 22 24 26 28 30 32 37 41 46 49 61 70 81 96 116 137 163 185 229
36 18 23 26 30 34 37 40 45 50 61 68 76 81 99 119 140 160 201 236 288
40 17 22 24 27 32 35 38 41 46 54 62 69 77 92 106 130 143 176 218 250 292
6N@ 44 17 20 24 27 30 33 36 39 42 48 55 63 71 84 103 111 132 168 195 231 265
8.00 48 17 20 24 25 28 31 34 36 39 47 50 57 64 80 94 108 118 148 182 213 251 313
54 17 20 22 24 27 29 32 35 38 40 49 52 58 74 83 106 111 139 163 195 216 279
48 36 24 28 33 39 43 50 54 61 65 77 91 100 105 140 163 188 216 278
40 21 27 31 35 40 46 49 55 59 71 79 92 101 116 143 167 191 246 300
8N@ 44 21 27 29 33 37 41 47 50 56 64 72 81 94 109 135 159 174 223 280
6.00 48 21 24 29 32 36 39 43 49 51 61 67 76 82 107 120 150 175 203 249 301
54 23 26 28 33 37 40 43 49 51 59 67 75 81 98 114 130 154 191 229 268 314
36 27 31 37 42 47 54 61 69 70 91 99 105 114 151 174 206 237
40 24 29 35 38 43 49 55 63 67 78 92 101 107 142 165 191 219 266
9N@ 44 25 28 33 36 42 48 52 57 64 73 80 94 104 118 147 175 199 235 284
5.33 48 23 28 31 35 40 43 49 53 57 66 74 82 96 111 138 161 186 235 284
54 23 26 29 33 37 41 45 50 52 60 68 76 84 108 122 153 165 204 254 301
36 34 41 50 58 68 76 82 91 100 109 130 142 164 192 243 294
40 32 38 46 55 62 70 74 79 92 102 116 132 144 180 219 258 301
12N@ 44 30 35 42 50 56 64 71 73 81 103 108 117 134 173 198 239 276 288
4.00 48 29 34 40 46 51 57 66 72 75 86 105 111 120 151 187 215 248 318
54 27 32 38 42 51 54 61 68 73 84 98 108 114 141 167 201 227 288
Bearing Depth 7 1/2 in. 10 in.
Joist Girder weights between the heavy black and blue lines have 7 1/2 inch bearing depths.
Joist Girder weights to the right of the heavy blue line have 10 inch bearing depths. Check with Vulcraft for material availability.
144
DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS
U. S. CUSTOMARY
Based on a 50ksi maximum yield strength
Girder Joist Girder Joist Girder Weight Pounds Per Linear Foot
Span Spaces Depth Load on Each Panel Point
(ft) (ft) (in)
LRFD 6K 7.5K 9K 10.5K 12K 13.5K 15K 16.5K 18K 21K 24K 27K 30K 37.5K 45K 52.5K 60K 75K 90K 105K 120K 150K
ASD 4K 5K 6K 7K 8K 9K 10K 11K 12K 14K 16K 18K 20K 25K 30K 35K 40K 50K 60K 70K 80K 100K
40 23 24 24 27 27 28 31 33 36 42 44 50 56 65 85 90 104 130 152 173 199 252
44 23 24 24 26 28 28 29 31 34 38 43 49 51 66 74 87 104 115 153 174 180 230
4N@ 48 23 24 24 26 28 28 29 30 32 36 42 44 50 60 68 79 93 108 133 156 178 213
12.50 54 27 27 27 28 28 28 28 30 31 33 38 42 45 55 62 73 82 106 112 137 159 197
60 27 28 28 28 28 29 29 30 31 32 36 40 43 51 59 69 76 97 113 122 138 178
40 17 21 24 25 29 32 35 38 42 46 54 58 65 86 100 110 125 152 184 219 253
44 16 19 23 24 28 30 33 36 39 44 50 54 58 75 91 105 113 152 177 205 230 294
5N@ 48 17 19 22 25 25 29 31 33 36 40 46 53 59 68 88 94 107 134 159 183 209 269
10.00 54 18 18 21 24 26 27 30 31 33 38 42 46 52 61 78 90 96 117 138 162 184 238
60 18 20 20 22 25 27 28 31 31 35 41 46 48 62 70 79 93 112 133 163 166 217
40 18 22 26 29 32 36 41 46 47 54 62 70 78 100 109 131 151 188 226 260
44 17 22 24 27 30 34 37 40 46 49 55 63 71 92 106 116 142 168 205 246 281
6N@ 48 17 22 23 26 28 32 35 38 39 47 56 63 65 80 103 109 123 159 191 222 258
8.33 54 18 20 23 25 29 29 32 35 37 43 49 57 58 73 87 105 112 148 174 197 226 293
60 18 21 22 25 27 31 31 33 35 41 45 51 59 68 83 98 109 129 155 178 205 265
50 40 23 27 31 37 41 48 54 55 62 71 83 92 102 122 153 176 195 248
44 22 27 31 34 39 44 49 52 56 65 75 84 102 111 144 167 182 222 288
8N@ 48 22 25 29 33 37 40 45 50 53 61 73 81 86 107 126 149 175 214 263 310
6.25 54 25 26 31 34 37 41 46 48 51 58 70 76 83 106 114 141 163 193 239 283 315
60 24 25 28 32 35 39 42 47 49 57 64 72 77 99 115 125 146 178 215 258 291
40 28 33 41 46 55 62 66 74 78 92 105 115 131 156 193 229 267
44 27 32 37 44 49 56 63 67 72 88 102 107 116 155 180 208 239 302
10N@ 48 27 32 35 41 48 54 57 64 68 80 94 103 109 135 160 186 214 274
5.00 54 26 29 33 40 43 50 55 58 62 74 82 96 106 121 152 173 188 251 306
60 25 28 32 38 41 45 51 54 58 68 77 84 98 114 142 167 180 225 275 317
40 35 41 51 59 67 74 83 92 102 111 132 144 169 196 252 303
44 32 39 48 56 61 69 75 85 95 105 117 134 148 194 228 260 313
13N@ 48 30 36 44 51 57 66 74 77 87 105 111 120 138 174 200 248 288
3.85 54 29 34 40 48 53 60 68 74 78 90 108 114 125 157 191 216 256 326
60 28 33 40 45 50 57 64 71 73 83 94 113 115 148 174 216 235 297
44 19 22 25 27 30 32 35 38 43 49 54 61 66 85 95 111 125 153 180 219 253
48 19 21 24 25 29 30 33 36 39 45 50 58 62 75 91 106 112 153 177 205 230
5N@ 54 20 21 23 25 26 29 31 34 36 44 46 52 60 67 88 94 108 128 158 182 207 265
11.00 60 20 22 22 24 27 27 31 32 34 39 45 47 53 64 77 90 97 116 137 162 185 237
66 21 22 23 24 26 28 29 32 33 37 42 46 49 62 71 80 93 112 133 164 176 217
44 18 23 26 29 33 37 40 46 47 54 62 70 77 100 114 131 151 188 226 261
48 18 23 24 29 31 34 37 42 46 52 59 66 71 92 106 116 143 177 205 246 279
6N@ 54 19 22 24 27 30 33 35 39 41 47 56 60 65 80 95 109 119 160 181 211 251
9.17 60 19 20 23 25 30 31 34 37 40 44 50 58 61 77 96 105 112 149 174 197 226 279
66 20 20 23 26 29 32 32 35 37 41 49 52 59 72 84 99 110 130 156 187 205 269
44 22 25 28 33 36 41 46 51 54 62 71 78 91 105 131 153 176 216 263
48 21 24 28 31 34 39 45 46 52 59 68 77 79 106 117 143 158 205 237 291
7N@ 54 19 24 26 29 32 36 39 43 48 57 64 69 78 95 109 129 148 182 213 259 301
7.86 60 20 23 25 29 31 34 37 41 43 50 59 67 70 84 406 113 138 166 199 235 277
66 20 23 25 29 32 33 37 38 43 50 54 60 68 82 100 114 124 157 194 219 261 317
55 44 25 30 35 41 46 54 58 63 70 78 92 101 110 143 166 195 228 282
48 25 28 33 39 43 49 55 60 64 72 84 102 108 134 157 182 205 266
9N@ 54 25 28 33 38 42 46 51 57 58 69 79 87 97 114 148 164 187 243 282
6.11 60 24 28 33 37 40 43 48 50 58 67 79 83 89 108 124 154 174 202 264 309
66 24 27 31 35 39 42 45 50 52 61 70 77 85 101 117 145 159 194 242 286 319
44 31 37 46 52 58 66 70 78 91 101 107 131 142 179 205 253 297
48 29 34 41 47 55 63 67 72 79 93 106 116 113 158 195 231 269
11N@ 54 28 33 39 46 49 57 62 69 73 81 96 109 116 150 181 199 241 302
5.00 60 26 32 37 41 48 51 59 64 68 80 84 98 112 140 166 189 214 269
66 27 31 36 39 46 50 55 62 65 74 84 100 102 124 147 170 194 261 293
44 39 46 55 63 71 79 92 102 107 121 144 157 179 218 269
48 36 43 50 63 71 77 80 94 104 112 134 148 172 206 254 302
14N@ 54 34 41 49 57 66 71 75 83 97 107 120 138 152 187 215 263 307
3.93 60 31 39 46 52 61 68 77 78 85 101 114 123 142 168 202 241 284
66 32 38 44 50 57 63 71 75 80 96 113 119 130 163 197 223 262 321
Bearing Depth 7 1/2 in. 10 in.
Joist Girder weights between the heavy black and blue lines have 7 1/2 inch bearing depths.
Joist Girder weights to the right of the heavy blue line have 10 inch bearing depths. Check with Vulcraft for material availability.
145
DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS
U. S. CUSTOMARY
Based on a 50ksi maximum yield strength
Girder Joist Girder Joist Girder Weight Pounds Per Linear Foot
Span Spaces Depth Load on Each Panel Point
(ft) (ft) (in)
LRFD 6K 7.5K 9K 10.5K 12K 13.5K 15K 16.5K 18K 21K 24K 27K 30K 37.5K 45K 52.5K 60K 75K 90K 105K 120K 150K
ASD 4K 5K 6K 7K 8K 9K 10K 11K 12K 14K 16K 18K 20K 25K 30K 35K 40K 50K 60K 70K 80K 100K
48 21 23 26 28 31 34 37 42 43 50 55 62 66 85 96 111 125 153 189 218 252
54 21 21 24 27 30 32 35 38 42 44 51 56 62 75 88 106 112 144 168 204 221 281
5N@ 60 21 22 23 26 28 30 33 35 38 44 46 51 57 68 86 95 108 128 158 182 208 256
12.00 66 22 22 23 25 28 29 33 34 36 40 46 47 53 65 78 91 97 117 139 162 188 228
72 22 23 23 24 27 29 31 34 35 38 44 47 52 62 72 81 93 113 135 164 177 217
48 21 23 26 31 34 38 40 46 47 58 66 70 77 100 114 131 152 188 227 262
54 19 23 25 29 32 35 38 41 45 53 59 67 71 92 106 117 119 169 204 229 269
6N@ 60 19 22 26 28 31 34 36 39 42 48 55 61 68 81 95 110 134 160 181 209 242
10.00 66 20 22 25 27 30 32 34 67 41 47 50 58 62 77 96 106 112 140 175 198 216 278
72 20 21 24 27 29 32 33 35 38 43 50 52 60 72 84 99 114 142 166 188 206 266
48 24 28 32 38 41 48 54 55 62 70 78 92 101 121 152 176 192 241
54 23 26 31 35 39 43 47 55 56 64 72 81 94 109 134 158 180 221 268
8N@ 60 23 26 29 32 38 41 44 49 52 59 66 76 83 106 120 149 163 199 239 290
7.50 66 29 31 34 36 40 46 48 50 56 64 72 76 82 101 116 142 165 191 230 280 313
72 30 31 33 34 38 43 47 49 51 59 69 74 83 102 118 126 147 190 228 255 191
60 48 30 36 43 50 58 65 66 75 78 92 106 116 132 157 193 229 265
54 29 34 40 46 51 59 60 68 76 88 95 107 144 147 180 205 232 296
10N@ 60 27 33 38 41 47 53 61 61 70 79 90 97 110 136 162 183 210 272
6.00 66 27 32 36 40 46 49 55 62 64 75 81 97 99 120 143 165 190 254 296
72 27 32 35 39 43 48 53 58 61 73 77 86 100 116 137 169 191 225 283
48 35 41 49 55 63 71 79 92 93 107 116 142 156 191 229 266
54 33 39 46 50 57 65 73 80 81 104 109 118 135 172 197 238 274
12N@ 60 32 37 41 50 56 59 67 74 79 96 107 112 121 163 187 219 247 316
5.00 66 31 36 40 47 53 60 61 68 76 85 99 110 115 145 177 201 228 288
72 30 35 40 44 52 54 63 64 75 80 89 104 114 130 160 194 219 273 319
48 39 49 62 70 78 92 101 106 110 132 155 167 189 228 289
54 37 47 56 64 73 81 94 95 105 118 135 158 171 208 254 298
15N@ 60 35 42 51 59 68 76 83 88 98 112 122 141 164 197 229 276 307
4.00 66 36 44 54 57 65 73 80 88 94 113 118 130 158 193 221 261 294
72 36 43 49 57 67 75 77 84 91 107 121 126 143 178 219 240 283
54 22 25 28 31 34 38 43 45 47 55 66 69 75 92 107 132 152 177 207 250 288
6N@ 60 22 24 26 31 32 36 38 42 46 53 60 67 71 92 107 116 133 169 195 231 262
10.83 66 22 24 26 29 31 34 36 40 43 49 54 61 68 80 96 110 119 159 184 209 236
72 23 24 26 29 30 33 35 39 43 47 50 56 63 75 92 107 113 141 166 196 218 276
54 24 28 33 38 42 47 52 55 63 70 78 92 101 116 143 166 192 229 284
8N@ 60 23 26 32 36 39 43 48 50 57 65 72 80 94 109 135 158 180 210 259
8.13 66 32 34 41 43 44 48 53 55 61 68 73 81 93 114 133 151 167 212 246 296
72 32 34 34 42 45 47 49 54 57 69 74 82 83 106 121 143 167 194 241 277
54 31 37 44 50 56 63 67 75 76 92 107 113 127 156 182 220 243
10N@ 60 30 35 41 46 52 58 64 68 77 88 95 109 115 136 180 196 222 283
65 6.50 66 28 34 39 44 47 54 61 65 70 82 91 98 112 132 163 184 210 263
72 28 34 37 41 47 50 56 63 63 72 81 94 100 120 143 168 193 247 295
54 32 39 45 52 59 66 71 77 87 101 107 126 133 176 205 230 264
11N@ 60 32 36 45 48 54 61 69 73 78 94 108 110 118 160 181 208 243
5.91 66 30 36 41 46 50 56 62 70 71 83 97 111 113 141 166 200 215 287
72 29 34 39 43 50 55 60 65 73 81 93 100 114 167 166 187 214 257
54 36 42 50 57 65 72 80 92 102 108 123 144 158 192 229 269
13N@ 60 34 40 49 57 61 70 74 81 94 105 111 125 148 182 209 252 286
5.00 66 33 38 45 52 60 67 72 75 83 99 109 116 129 167 199 234 263
72 32 38 43 51 55 62 70 77 78 88 110 116 120 158 182 210 253 309
Bearing Depth 7 1/2 in. 10 in.
Joist Girder weights between the heavy black and blue lines have 7 1/2 inch bearing depths.
Joist Girder weights to the right of the heavy blue line have 10 inch bearing depths. Check with Vulcraft for material availability.
146
DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS
Based on a 50ksi maximum yield strength U. S. CUSTOMARY
Girder Joist Girder Joist Girder Weight Pounds Per Linear Foot
Span Spaces Depth Load on Each Panel Point
(ft) (ft) (in)
LRFD 6K 7.5K 9K 10.5K 12K 13.5K 15K 16.5K 18K 21K 24K 27K 30K 37.5K 45K 52.5K 60K 75K 90K 105K 120K 150K
ASD 4K 5K 6K 7K 8K 9K 10K 11K 12K 14K 16K 18K 20K 25K 30K 35K 40K 50K 60K 70K 80K 100K
54 24 28 32 36 40 44 50 54 58 65 73 86 91 111 131 153 175 226 263
60 23 26 31 33 38 44 46 51 53 63 67 75 87 106 126 153 165 204 242 284
7N@ 66 23 27 31 32 36 39 45 47 52 59 67 71 78 94 114 135 156 184 222 260
10.00 72 23 26 29 33 35 39 42 47 48 55 62 70 78 96 111 121 140 183 211 145 286
84 26 28 30 32 35 37 40 44 47 51 59 66 71 83 102 117 125 170 192 220 254 313
54 27 33 37 44 48 54 61 66 70 90 100 105 114 151 174 202 225 276
60 25 31 35 40 47 49 56 64 67 76 93 102 107 134 156 180 205 256
9N@ 66 25 31 35 40 47 49 56 62 69 74 82 96 106 121 149 174 200 244 300
7.78 72 25 31 35 40 46 49 56 57 63 72 81 93 99 115 141 163 185 216 273
84 25 31 35 40 43 49 51 53 58 67 76 80 89 104 119 145 171 195 234 287 317
54 33 43 50 58 66 67 75 86 92 106 115 132 153 177 217 250 258
60 32 40 46 51 59 67 68 76 87 94 108 118 134 167 205 231 236
70 11N@ 66 32 38 44 47 55 61 68 40 78 91 97 110 120 160 183 207 221 290
6.36 72 31 36 41 47 54 57 63 72 73 83 98 112 114 142 166 191 196 256 300
84 31 35 39 45 50 53 58 68 68 76 87 99 106 126 149 172
54 36 45 52 59 67 75 78 92 101 107 132 142 154 192 229 268 287
60 34 41 48 56 60 68 77 80 93 107 115 133 145 180 205 245 267
12N@ 66 32 39 47 50 58 65 70 78 82 96 110 120 136 163 198 224 246 304
5.83 72 33 38 44 50 57 63 69 73 71 94 108 117 124 156 188 214
84 31 37 42 47 53 55 65 69 80 86 91 106 119 142 170 196 221 277 318
54 40 48 58 66 75 90 92 105 106 131 152 164 177 225 266
60 38 46 56 64 71 79 92 93 104 117 133 155 169 205 244 288
14N@ 66 36 43 50 58 65 74 81 94 96 110 120 136 160 184 233 267
5.00 72 36 42 51 58 65 72 76 84 95 110 115 126 145 189 223 251 285
84 34 43 47 54 62 66 74 78 83 101 108 122 134 166 199 234 262 320
60 29 32 38 43 47 52 58 65 66 78 91 100 105 131 153 189 205 253
66 29 32 36 40 46 48 53 59 63 71 79 93 105 126 154 177 192 233 284
8N@ 72 30 32 34 38 43 47 79 54 61 69 78 89 95 115 136 159 182 260 258
10.00 84 30 32 34 38 43 47 48 54 61 69 78 89 95 115 134 157 179 217 264
96 30 32 34 38 43 47 49 54 61 69 78 89 95 115 126 141 163 199 225 272 301
60 32 37 42 49 55 62 70 78 78 100 105 115 132 164 191 226 252
66 35 42 46 55 61 64 72 77 86 98 109 114 129 169 194 219 250
10N@ 72 34 38 46 51 57 64 65 74 78 91 101 110 126 159 183 207 235
8.00 84 34 37 46 48 53 59 61 67 72 82 95 104 113 135 166 185 212 256
96 35 36 42 48 50 55 58 64 72 78 86 98 104 125 143 171 192 239 281
80 60 40 47 59 66 71 78 92 101 106 116 143 155 175 206 252
66 38 47 54 60 68 77 80 94 103 109 134 145 157 195 231 261
13N@ 72 37 44 50 59 67 71 79 83 96 111 120 137 152 186 213 253 298
6.15 84 36 43 50 54 59 67 75 79 84 101 112 119 128 170 193 229 255
96 37 42 47 53 57 66 72 81 79 94 109 118 124 155 177 201 235 294
60 47 55 67 78 92 101 107 115 132 153 175 192 206 252
66 44 55 65 72 80 94 104 109 117 134 158 180 194 232 287
16N@ 72 43 51 59 70 79 83 97 107 111 121 149 162 185 225 268
5.00 84 42 49 57 64 74 81 90 104 106 120 131 152 174 207 253 287
96 44 48 58 64 70 81 86 92 97 114 128 140 159 196 231 268 298
72 38 40 44 47 52 57 61 68 76 88 94 108 115 145 178 205 228 278
9N@ 84 38 40 44 47 52 57 61 69 73 82 94 104 114 134 162 187 212 258
10.00 96 38 40 44 47 52 57 61 67 71 77 85 98 108 125 139 170 190 221 278
108 38 40 44 47 52 57 61 67 70 75 80 89 99 114 129 152 176 205 247 286
72 41 46 51 61 64 73 78 89 94 108 115 131 146 181 216 246
11N@ 84 41 45 47 53 61 67 72 78 90 94 113 120 133 161 190 220 250
8.18 96 44 45 47 50 56 64 70 72 80 94 98 107 123 146 180 196 235 286
108 45 46 48 51 57 60 66 75 76 84 98 104 113 140 164 186 204 262
90 72 45 55 61 72 80 94 103 109 114 134 156 179 184 233 285
15N@ 84 47 50 58 65 73 81 93 98 112 121 140 163 166 210 242 295
6.00 96 48 50 57 64 71 81 87 92 106 121 128 144 163 199 232 261 302
108 49 53 57 62 70 75 83 93 97 113 126 134 152 182 210 249 277
72 49 62 73 80 94 108 115 128 135 157 181 205 229 280
18N@ 84 49 62 74 82 91 107 117 122 130 149 174 195 210 256 306
5.00 96 49 60 69 77 86 95 111 121 126 139 156 181 199 233 285
108 49 61 66 74 87 92 101 115 118 132 145 165 184 223 267 298
Bearing Depth 7 1/2 in. 10 in.
Joist Girder weights between the heavy black and blue lines have 7 1/2 inch bearing depths.
Joist Girder weights to the right of the heavy blue line have 10 inch bearing depths. Check with Vulcraft for material availability.
147
DESIGN GUIDE WEIGHT TABLE FOR JOIST GIRDERS
Based on a 50ksi maximum yield strength U. S. CUSTOMARY
Girder Joist Girder Joist Girder Weight Pounds Per Linear Foot
Span Spaces Depth Load on Each Panel Point
(ft) (ft) (in)
LRFD 6K 7.5K 9K 10.5K 12K 13.5K 15K 16.5K 18K 21K 24K 27K 30K 37.5K 45K 52.5K 60K 75K 90K 105K 120K 150K
ASD 4K 5K 6K 7K 8K 9K 10K 11K 12K 14K 16K 18K 20K 25K 30K 35K 40K 50K 60K 70K 80K 100K
84 56 57 58 62 64 72 76 88 90 103 118 129 142 172 200 225 257
10N@ 96 58 58 59 61 64 67 70 78 88 94 106 120 131 152 180 204 228
10.00 108 58 60 60 61 63 68 70 73 77 93 96 111 111 139 170 188 209 258
120 60 60 62 64 66 67 68 71 74 85 99 108 113 139 157 188 201 242 289
84 50 54 58 66 70 75 89 92 101 112 129 138 159 187 221 257
12N@ 96 50 54 57 61 68 70 80 84 96 106 116 123 137 179 205 228 71
2
8.33 108 52 54 58 62 65 72 74 79 89 101 110 121 128 164 193 221 246 299
120 54 57 60 62 66 69 77 79 86 92 107 117 126 151 178 206 239 283
84 55 60 71 76 83 96 110 112 119 139 161 184 199 235 288
16N@ 96 56 60 67 75 79 88 102 105 119 128 145 168 191 218 265 301
100 6.25 108 58 63 67 72 81 87 93 106 111 125 136 157 180 204 251 292
120 60 65 68 74 79 90 93 98 110 117 134 147 166 208 248 275 304
84 57 65 73 82 92 98 112 114 123 151 164 187 203 250
17N@ 96 60 65 72 81 89 103 110 123 123 145 177 179 198 256 285
5.88 108 64 67 72 76 86 96 108 113 123 135 158 172 182 231 264 308
120 67 68 73 80 85 90 99 112 119 133 143 167 178 214 250 281 330
84 67 77 87 105 115 122 132 148 159 193 208 226 246
20N@ 96 67 73 82 95 111 120 126 135 152 177 199 211 227 279
5.00 108 66 72 79 91 101 116 125 130 131 162 184 197 207 267 316
120 71 75 82 88 96 106 120 123 136 149 170 193 205 246 289 332
Bearing Depth 7 1/2 in. 10 in.
Joist Girder weights between the heavy black and blue lines have 7 1/2 inch bearing depths.
Joist Girder weights to the right of the heavy blue line have 10 inch bearing depths. Check with Vulcraft for material availability.
148
APPENDIX A - FIRE-RESISTANCE RATINGS
WITH STEEL JOISTS
Where a U.L. Fire Resistance Assembly is being utilized, the Specifying Professional
shall indicate the assembly number being used on the structural contract drawings. In
addition, the Specifying Professional shall consider the following, as applicable:
Joist designations specified on the structural contract drawings shall not be less
than the minimum size for that assembly. The assembly may also require a
minimum bridging size that may be larger than required by the SJI Specifications
for the particular designation and joist spacing.
Some assemblies stipulate minimum size materials or minimum cross sectional
areas for individual joist and Joist Girder components. It is the responsibility of
the Specifying Professional to show all special requirements on the contract
drawings.
Note that the maximum joist spacing shown for Floor-Ceiling Assemblies may be
increased from the spacing listed in the U.L. Fire Resistance 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.
203
202
149
Some assemblies stipulate an allowable maximum joist design stress level less
than the 30 ksi (207 MPa) used in the joist and Joist Girder specifications. It is
the responsibility of the Specifying Professional to apply the proper stress level
reductions (when applicable) when selecting joists and/or Joist Girders. This is
accomplished by prorating the joist and/or Joist Girder capacities. To adjust the
stress level of joists or Joist Girders, multiply the design load by the ratio of the
joist design stress to the required maximum [e.g. 30/26 (207/179), 30/24
(207/165), 30/22 (207/152)], and then using this increased load, select a joist or
Joist Girder from the load and/or weight tables.
Some U.L. Roof-Ceiling Assemblies using direct applied protection limit the
spacing of the joists for certain types and gages of metal decking refer to the
U.L. Fire Resistance Directory for this information.
Where fire protective materials are to be applied directly to the steel joists or Joist
Girders, it is often desired to have the joist furnished as unpainted. The
Specifying Professional should indicate on the structural contract drawings if the
joists or Joist Girders are to be painted or not.
Certain older U.L. fire rated assemblies may refer to joist series that predate the
K-series joists. Where one of these assemblies is selected, refer to the U.L Fire
Resistance Directory for special provisions for substituting a K-Series joist in lieu
of an S-, J-, and/or H-Series joist.
204
203
150
ROOF CEILING ASSEMBLIES WITH MEMBRANE PROTECTION
Built Up Roof Maximum Minimum
Restrained UL
Protection Minimum Joist Primary
Assembly Deck Material Design
Material Joist Size Insulation Spacing Support
Rating Description Number
(in.) Member
12K1 22 MSG Min. 84 W8 x 17 P201
10K1 26 MSG Min. 48 W6 x 12 P202
10K1 26 MSG Min. 48 20G@13plf P211
Fiber Board 20G@13plf
12K3 28 MSG Min. 72 P214
W8 x 17
20G@13plf
12K1 26 MSG Min. 72 P225
W6 x 12
12K3 24 MSG Min. Building Units 48 NS P227
20G@13plf
12K3 26 MSG Min. Fiber Board 72 P230
W6 x 12
Insulating 20G@14plf*
12K1 26 MSG Min. 48 P231
Concrete W8 x 15
12K3 24 MSG Min. Foamed Plastic 72 W8 x 15 P235
Insulating 20G@13plf
10K1 28 MSG Min. 72 P246
Concrete W8 x 15
12K5 26 MSG Min. Fiber Board 48 W6 x 12 P250
Insulating 20G@13plf
Exposed Grid 12K1 72 P251
28 MSG Min.
Concrete W6 x 12
10K1 22 MSG Min. Fiber Board 72 W6 x 12 P254
Insulating
1 Hr. 10K1 72 W8 x 15 P255
28 MSG Min.
Concrete
10K1 24 MSG Min. Fiber Board 72 NS P259
Insulating
12K1 72 20G@13plf P261
28 MSG Min.
Concrete W6 x 12
Insulating
12K1 26 MSG Min. 72 W8 x 15 P264
Concrete
Batts and
10K1 Metal Roof 60 P265
NS
Deck Panels Blankets
10K1 26 MSG Min. Fiber Board 48 W6 x 16 P267
Batts and
10K1 Metal Roof 60 P268
NS
Deck Panels Blankets
205
204
213
151
W8 x 13
10K1 22 MSG Min. Fiber Board 72 20G@13plf P514
10K1 20 MSG Min. Fiber Board 48 NS P519
20G@13plf
12K1 26 MSG Min. Fiber Board 72 P225
W6 x 12
12K3 24 MSG Min. Building Units 48 NS P227
20G@13plf
12K3 26 MSG Min. Fiber Board 48 P230
W6 x 12
Insulating 20G@14plf*
12K1 26 MSG Min. 48 P231
Concrete W8 x 24
12K5 26 MSG Min. Fiber Board 48 W6 x 12 P250
Insulating 20G@13plf
Exposed Grid 12K1 72 P251
28 MSG Min.
Concrete W6 x 12
10K1 24 MSG Min. Fiber Board 72 NS P259
1 1/2 Hr.
Batts and
10K1 Metal Roof 60 P265
NS
Deck Panels Blankets
10K1 20 MSG Min. Fiber Board 48 NS P266
Batts and
10K1 Metal Roof 60 P268
NS
Deck Panels Blankets
Insulating 20G@14plf*
12K1 26 MSG Min. 72 P269
Concrete
W8 x 24
Fiber Board 10K1 24 MSG Min. Fiber Board NS W6 x 16 P301
Metal Lath 12K5 22 MSG Min. Fiber Board 72 NS P404
24 MSG Min. 20G@13plf
Gypsum Board 12K3 Fiber Board 72 P510
W8 x 13
10K1 24 MSG Min. Fiber Board 72 W6 x 12 P237
Insulating 20G@13plf
Exposed Grid 12K1 28 MSG Min. 72 P251
Concrete W6 x 12
10K1 20 MSG Min. Fiber Board 48 NS P266
Fiber Board 10K1 24 MSG Min. Fiber Board NS W6 x 16 P301
2 Hr.
Metal Lath 12K5 22 MSG Min. Fiber Board 72 NS P404
22 MSG Min. 72 20G@13plf P514
10K1 Fiber Board
20 MSG Min. 48 NS P519
Gypsum Board
26 MSG Min. Insulating
14K1 66 NS P520
Concrete
Insulating
3 Hr. Metal Lath 10K1 28 MSG Min. 48 NS P405
Concrete
206
205
214
152
ROOF CEILING ASSEMBLIES WITH SPRAY APPLIED FIRE RESISTIVE MATERIALS
1 Hr.
Insulating
and SAFRM 12K5 28 MSG Min. 96 W6 x 16 P919
Concrete
1-1/2 Hr.
1-1/2 Hr.
and SAFRM 10K1 22 MSG Min. Building Units NS W6 x 16 P728
2 Hr.
20G@13plf
14K4 22 MSG Min. Fiber Board NS P701
W6 x 16
20G@13plf
14K4 22 MSG Min. Fiber Board NS P711
W6 x 16
12K3 22 MSG Min. Foamed Plastic NS W6 x 16 P717
20G@13plf
10K1 22 MSG Min. Foamed Plastic NS P725
W8 x 28
20G@13plf
10K1 22 MSG Min. Fiber Board NS P726
W6 x 16
20G@13plf
14K4 22 MSG Min. Fiber Board NS P734
W6 x 16
20G@13plf
14K4 22 MSG Min. Fiber Board NS P736
1 Hr., W6 x 16
1-1/2 Hr. 10K1 22 MSG Min. Foamed Plastic NS W6 x 16 P739
SAFRM
and 10K1 22 MSG Min. Fiber Board NS W6 x 16 P740
2 Hr. 10K1 22 MSG Min. Foamed Plastic NS W6 x 16 P743
20G@13plf
12K3 22 MSG Min. Fiber Board NS P801
W6 x 16
20G@13plf
10K1 22 MSG Min. Fiber Board NS P815
W6 x 16
10K1 22 MSG Min. Fiber Board NS W6 x 16 P816
10K1 22 MSG Min. Foamed Plastic NS W6 x 16 P819
10K1 22 MSG Min. Foamed Plastic NS W6 x 16 P825
10K1 22 MSG Min. Foamed Plastic NS W6 x 16 P827
20G@13plf
12K1 22 MSG Min. Fiber Board NS P828
W8 x 20
Insulating 20G@13plf
10K1 28 MSG Min. NS P902
Concrete W8 x 10
207
206
215
153
Insulating
10K1 28 MSG Min. NS W8 x 10 P907
Concrete
Insulating 20G@13plf
10K1 28 MSG Min. NS P908
Concrete W8 x 10
Insulating
10K1 28 MSG Min. NS W8 x 10 P920
Concrete
Insulating 20G@13plf
12K5 28 MSG Min. NS P921
Concrete W8 x 10
Insulating
10K1 28 MSG Min. NS W6 x 16 P922
Concrete
Insulating 20G@13plf
10K1 28 MSG Min. NS P923
Concrete W8 x 10
Insulating 20G@13plf
10K1 28 MSG Min. NS P925
Concrete W8 x 10
Insulating
12K5 28 MSG Min. NS W8 x 10 P926
Concrete
Insulating 20G@13plf
14K4 28 MSG Min. NS P927
Concrete W8 x 10
Insulating 20G@13plf
12K5 28 MSG Min. NS P928
Concrete W8 x 10
Insulating 20G@13plf
12K3 28 MSG Min. NS P929
Concrete W8 x 10
Insulating
10K1 28 MSG Min. NS W6 x 16 P936
Concrete
20G@13plf
10K1 22 MSG Min. Foamed Plastic NS P719
W6 x 16
1 Hr.,
10K1 22 MSG Min. Foamed Plastic NS W6 x 16 P722
1-1/2 Hr.
2 Hr. SAFRM 10K1 22 MSG Min. Foamed Plastic NS W6 x 16 P723
208
207
216
154
FLOOR CEILING ASSEMBLIES WITH MEMBRANE PROTECTION
209
208
217
155
10K1 2.5 24 (48) G213
10K1 2.5 24 (48) W8 x 31 G227
20G@13plf
10K1 2.5 24 (48) G228
W8 x 31
20G@13plf
10K1 2.5 24 (48) G229
W8 x 24
20G@13plf
10K1 2.5 24 (48) G243
W6 x 12
20G@14plf
10K1 2.5 48* G256
W6 x 12
20G@13plf
10K1 2.5 24 (48) G268
W8 x 31
10K1 2.0 24 (48) NS G505
20G14plf
10K1 2.5 24 (48) G514
W8 x 31
20G@13plf
10K1 2.5 24 (48) G523
Gypsum Board NW W10 x 21
20G@13plf
10K1 2.5 24 (48) G529
W8 x 24
20G@13plf
10K1 2.5 24 (48) G547
W10 x 21
20G@13plf D216
Acoustical 12K1, 18LH02 3.25 LW, NW NL
W8 x 15 D219
20G@13plf
10K1 3.5 24 (48) G033
W8 x 20
Concealed Grid NW
20G@13plf
10K1 3.25 30 (48) G036
W10 x 21
20G@14plf
10K1 3.5 48* G205
W6 x 12
10K1 3.5 24 (48) W6 x 12 G213
3 Hr. 20G@13plf
Exposed Grid 10K1 3.25 NW 24 (48) G229
W8 x 24
10K1 3.5 48* W6 x 12 G256
10K1 20G@13plf
2.63 24 (48) G268
(22 ksi max.) W8 x 31
20G@13plf
10K1 3.0 24 (48) G523
W10 x 21
20G@13plf
Gypsum Board 10K1 2.75 NW 24 (48) G529
W8 x 24
20G@13plf
10K1 3.0 24 (48) G547
W10 x 21
210
209
218
156
FLOOR CEILING ASSEMBLIES WITH SPRAY APPLIED FIRE RESISTIVE MATERIALS
Concrete Minimum
Restrained Maximum UL
Protection Minimum Minimum Primary
Assembly Joist Design
Material Joist Size Thickness Type Support
Rating Spacing Number
(in.) Member
NS 2.5 D759
10K1 2.5 LW, NW D779
10K1 2.5 D780
NL W8 x 28
NS 3.25 LW D782
2.5 LW
10K1* D925
3.5 NW
20G@20plf
16K6* NS LW, NW 42 G701
W8 x 28
3.0 LW
16K6 50.5 NS G702
3.75 NW
1 Hr. SAFRM
16K6* 2.5 LW, NW 42 NS G705
3.0 LW
16K6 50.5 NS G706
3.75 NW
20G@20plf
16K6* 2.5 42 G708
W8 x 28
NS 2.5 LW, NW 42 W8 x 28 G709
20g@20plf
16K6* 2.5 42 G801
W8 x 24
3.0 LW
12K1 50.5 NS G802
3.75 NW
NS 2.5 D759
10K1 2.5 LW, NW D779
10K1 2.5 D780
NL W8 x 28
NS 3.25 LW D782
3.0 LW
10K1* D925
4.0 NW
20G@20plf
16K6* 2.5 LW, NW 42 G701
W8 x 28
3.5 LW
16K6 50.5 NS G702
4.5 NW
1 1/2 Hr. SAFRM
16K6* 2.5 LW, NW 42 NS G705
3.5 LW
16K6 50.5 NS G706
4.5 NW
20G@20plf
16K6* 2.5 42 G708
W8 x 28
NS 2.5 LW, NW 42 W8 x 28 G709
20G@20plf
16K6* 2.5 42 G801
W8 x 24
3.5 LW
12K5 50.5 NS G802
4.5 NW
211
210
219
157
NS 2.5 D759
10K1 2.5 LW, NW D779
10K1 2.5 D780
NL W8 x 28
NS 3.25 LW D782
3.25 LW
10K1* D925
4.5 NW
20G@20plf
16K6* 2.5 LW, NW 42 G701
W8 x 28
4.0 LW
16K6 50.5 NS G702
5.25 NW
2 Hr. SAFRM
16K6* 2.5 LW,NW 42 NS G705
4.0 LW
16K6 50.5 NS G706
5.25 NW
20G@20plf
16K6* 2.5 42 G708
W8 x 28
NS 2.5 LW, NW 42 W8 x 28 G709
20G@20plf
16K6* 2.5 42 G801
W8 x 24
4.0 LW
12K5 50.5 NS G802
5.25 NW
NS 2.5 D759
10K1 2.5 LW, NW D779
10K1 2.5 D780
NL W8 x 28
NS 3.25 LW D782
4.19 LW
10K1* D925
5.25 NW
20G@20plf
3 Hr. SAFRM 16K6* NS 42 G701
W8 x 28
20G@20plf
16K6* 2.75
LW, NW 42 G708
W8 x 28
NS 2.75 42 W8 x 28 G709
20G@20plf
16K6* 2.75 42 G801
W8 x 24
10K1 2.5 LW, NW D779
4 Hr. SAFRM NL W8 x 28
NS 3.25 LW D782
212
211
220
158
ECONOMICAL JOIST GUIDE
The following table is an economy guide with the Joists listed in sequence of increasing relative cost. That is, the
most economical joist for given length is listed first. The economies were based on production costs and do not
include bridging requirements or erection costs.
HOW TO USE THE ECONOMICAL JOIST GUIDE: The specifying professional simply turns to the length required
and proceeds down the allowable loads column until the first joist type in the list that will carry the required load is
found. (However, additional bridging due to erection stability requirements should be taken into consideration.) This
will then be the most economical joist type for the combination of length and required load. The approximate weight
per foot of the joist is listed to the right of the live load.
EXAMPLE: Given 40-0 length and a required load of 300 plf. On page 126 of the table under 40, it is found that a
30K7 at 40-0 will carry 319 plf TL.
The figures shown in red are the uniform load, in pounds per lineal foot, which will produce an approximate deflection
of 1/360 of the length. If a deflection limitation of 1/240 is required multiply the figures in red by 1.5. In no case shall
the total load capacity of the joist be exceeded.
NOTE: Length as used in the economical joist guide means: clear span + 8 for K Series and clear span + 12
for LH and DLH Series joists.
You will note that the tables have been shaded to match the load tables. This shading indicates when bolted cross
bridging needs to be installed per the Steel Joist Institute specification for a particular joist series.
Where the joist span is in the GREEN SHADED area of the table, the row of bridging nearest the mid span shall be
diagonal bridging with bolted connections at chords and intersection. Hoisting cables shall not be released until this
row of bolted diagional bridging is completely installed.
Where the joist span is in the BLUE SHADED area of the table, all rows of bridging shall be diagonal bridging with
bolted connections at chords and intersection. Hoist 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 table hoisting cables shall not be released until all rows
of bridging are completely installed.
SHADING LEGEND
GREEN
BLUE
GRAY
Total loads shown in the table are allowable total loads in ASD; the loads multiplied by
1.5 are approximately factored total loads in LRFD.
159
ECONOMICAL JOIST GUIDE
Combined K, VS, LH & DLH Series Load Table
Allowable Joist Allowable Joist Allowable Joist Allowable Joist
Joist Loads (PLF) Weight Joist Loads (PLF) Weight Joist Loads (PLF) Weight Joist Loads (PLF) Weight
Type Total Uniform (lbs./ft.) Type Total Uniform (lbs./ft.) Type Total Uniform (lbs./ft.) Type Total Uniform (lbs./ft.)
160
ECONOMICAL JOIST GUIDE
Combined K, VS, LH & DLH Series Load Table
161
ECONOMICAL JOIST GUIDE
Combined K, VS, LH & DLH Series Load Table
162
ECONOMICAL JOIST GUIDE
Combined K, VS, LH & DLH Series Load Table
163
ECONOMICAL JOIST GUIDE
Combined K, VS, LH & DLH Series Load Table
164
ECONOMICAL JOIST GUIDE
Combined K, VS, LH & DLH Series Load Table
165
ECONOMICAL JOIST GUIDE
Combined K, VS, LH & DLH Series Load Table
Allowable Joist Allowable Joist Allowable Joist Allowable Joist
Joist Loads (PLF) Weight Joist Loads (PLF) Weight Joist Loads (PLF) Weight Joist Loads (PLF) Weight
Type Total Uniform (lbs./ft.) Type Total Uniform (lbs./ft.) Type Total Uniform (lbs./ft.) Type Total Uniform (lbs./ft.)
166
ECONOMICAL JOIST GUIDE
Combined K, VS, LH & DLH Series Load Table
167
ECONOMICAL JOIST GUIDE
Combined K, VS, LH & DLH Series Load Table
103 LENGTH (Cont.) 106 LENGTH (Cont.) 109 LENGTH (Cont.) 112 LENGTH (Cont.)
60DLH12 303 178 28 56DLH12 284 145 29 60DLH15 442 235 43 72DLH17 523 324 47
52DLH13 338 164 33 60DLH12 295 168 29 72DLH16 478 301 41 64DLH17 555 309 52
64DLH13 355 228 32 56DLH13 344 175 34 64DLH16 495 287 46 72DLH18 613 366 53
60DLH13 368 215 34 60DLH13 358 203 34 72DLH17 537 342 47 64DLH18 641 349 59
52DLH14 390 184 38 64DLH14 395 230 34 60DLH17 558 298 52 72DLH19 718 415 61
64DLH14 406 244 34 60DLH14 398 216 37 64DLH17 571 326 52 68DLH19 721 419 67
60DLH14 409 229 37 68DLH15 428 273 37 60DLH18 644 337 59
56DLH14 411 214 38 64DLH15 452 271 40 64DLH18 659 369 59 113 LENGTH
68DLH15 440 289 35 60DLH15 467 255 43 72DLH19 738 439 61
64DLH15 466 287 39 72DLH16 491 318 41 68DLH19 741 443 67 60DLH12 261 138 29
60DLH15 480 270 41 64DLH16 509 303 45 64DLH12 266 156 29
68DLH16 522 340 41 60DLH16 513 285 46 110 LENGTH 60DLH13 316 167 34
60DLH16 528 302 46 68DLH17 572 365 46 64DLH13 323 189 34
72DLH17 569 384 45 60DLH17 590 324 52 56DLH11 231 118 26 60DLH14 350 178 37
68DLH17 588 386 47 68DLH18 662 412 53 60DLH12 274 150 29 64DLH14 370 203 37
60DLH17 607 343 52 60DLH18 681 366 59 60DLH13 333 181 34 68DLH15 401 240 39
64DLH18 697 413 56 68DLH19 762 468 60 60DLH14 370 193 37 64DLH15 424 238 41
60DLH18 700 388 59 64DLH14 380 214 37 60DLH16 451 235 46
72DLH19 781 491 60 107 LENGTH 72DLH15 409 251 36 72DLH16 461 280 43
68DLH19 784 496 61 68DLH15 412 254 38 68DLH16 476 282 45
56DLH11 244 129 36 60DLH15 434 228 43 72DLH17 518 318 47
104 LENGTH 56DLH12 278 141 29 64DLH15 436 251 41 60DLH17 519 267 52
60DLH12 289 163 29 72DLH16 473 295 41 64DLH17 550 303 52
52DLH10 223 110 24 60DLH13 351 197 34 60DLH16 476 255 46 72DLH18 607 360 53
52DLH11 244 120 26 64DLH14 391 226 34 64DLH16 491 281 46 64DLH18 636 343 59
52DLH12 273 132 29 68DLH15 424 268 38 72DLH17 533 336 47 72DLH19 712 408 62
56DLH12 295 153 30 64DLH15 448 266 40 60DLH17 548 290 52 68DLH19 714 412 67
60DLH12 300 175 29 60DLH15 458 248 43 68DLH17 551 338 49
52DLH13 331 159 33 72DLH16 487 312 41 64DLH17 565 320 52 114 LENGTH
64DLH13 351 224 32 64DLH16 504 298 46 60DLH18 632 327 59
56DLH13 358 186 34 72DLH17 548 355 46 68DLH18 637 383 56 60DLH12 256 134 29
60DLH13 365 211 34 68DLH17 566 358 49 64DLH18 653 362 59 64DLH12 264 153 29
52DLH14 382 178 38 60DLH17 579 315 52 72DLH19 731 431 61 60DLH13 311 163 34
64DLH14 402 239 34 64DLH17 581 338 52 68DLH19 734 434 67 64DLH13 321 186 34
60DLH14 405 224 37 68DLH18 655 405 53 60DLH14 344 173 37
64DLH15 461 281 39 60DLH18 668 357 59 111 LENGTH 64DLH14 367 199 37
60DLH15 476 265 43 64DLH18 671 383 59 68DLH15 398 236 39
72DLH16 501 331 40 68DLH19 755 459 61 56DLH11 227 115 26 60DLH15 405 205 43
68DLH16 517 333 41 56DLH12 259 126 30 64DLH15 421 234 43
60DLH16 523 296 46 108 LENGTH 60DLH12 270 146 29 60DLH16 444 228 46
72DLH17 563 376 45 64DLH12 271 161 28 72DLH16 457 275 43
68DLH17 583 379 46 56DLH11 239 125 26 56DLH13 314 152 34 68DLH16 472 277 46
60DLH17 601 337 52 56DLH12 273 137 29 60DLH13 327 176 34 64DLH16 474 262 46
72DLH18 660 425 53 60DLH12 284 158 29 64DLH13 329 196 33 72DLH17 514 313 50
68DLH18 674 428 53 60DLH13 345 191 34 60DLH14 363 189 37 64DLH17 546 298 52
60DLH18 694 380 59 60DLH14 383 205 37 64DLH14 377 210 37 60DLH18 589 394 59
68DLH19 777 486 61 64DLH14 387 222 36 68DLH15 408 249 38 64DLH18 630 337 59
72DLH15 417 260 36 64DLH15 432 247 41 72DLH19 706 401 64
105 LENGTH 68DLH15 420 263 38 56DLH16 436 214 46 68DLH19 708 404 67
64DLH15 444 261 40 64DLH16 486 276 46
56DLH11 253 136 26 60DLH15 450 242 43 72DLH17 528 330 47 115 LENGTH
56DLH12 289 150 29 72DLH16 482 307 41 68DLH17 546 332 49
60DLH12 297 171 29 64DLH16 500 292 46 64DLH17 560 314 52 60DLH12 252 131 29
64DLH13 348 219 32 72DLH17 542 349 46 72DLH18 618 373 53 64DLH12 259 150 29
56DLH13 351 181 34 60DLH17 569 306 52 60DLH18 621 319 59 60DLH13 306 158 34
60DLH13 361 207 34 64DLH17 576 332 52 64DLH18 647 356 59 64DLH13 315 181 34
64DLH14 398 235 34 60DLH18 656 346 59 72DLH19 725 423 61 60DLH14 338 170 37
60DLH14 401 220 37 64DLH18 665 376 59 68DLH19 727 427 67 64DLH14 360 193 37
68DLH15 432 278 37 72DLH19 745 447 61 68DLH15 394 232 39
64DLH15 457 276 40 68DLH19 748 451 61 112 LENGTH 60DLH15 398 200 43
60DLH15 471 260 43 64DLH15 414 228 43
72DLH16 496 324 40 109 LENGTH 56DLH11 223 113 26 72DLH16 453 270 43
68DLH16 512 327 42 56DLH12 254 123 29 68DLH16 467 272 46
60DLH16 518 290 45 56DLH11 235 122 26 60DLH12 265 142 29 72DLH17 509 307 50
68DLH17 577 372 46 56DLH12 268 133 29 64DLH12 269 159 29 64DLH17 536 290 52
60DLH17 595 330 52 60DLH12 279 154 29 56DLH13 308 149 33 60DLH18 578 286 59
68DLH18 668 420 53 56DLH13 325 161 33 60DLH13 322 171 34 72DLH18 597 347 54
60DLH18 687 373 59 60DLH13 339 187 34 64DLH13 326 193 34 64DLH18 619 328 59
68DLH19 769 477 61 60DLH14 376 199 37 60DLH14 356 183 37 68DLH19 702 397 66
64DLH14 384 218 37 64DLH14 373 206 37
106 LENGTH 72DLH15 413 255 36 68DLH15 405 245 38 116 LENGTH
68DLH15 416 258 38 64DLH15 428 242 41
56DLH11 248 133 26 64DLH15 440 256 41 64DLH16 482 271 46 60DLH12 248 128 29
168
ECONOMICAL JOIST GUIDE
Combined K, VS, LH & DLH Series Load Table
116 LENGTH (Cont.) 119 LENGTH (Cont.) 123 LENGTH (Cont.) 127 LENGTH (Cont.)
64DLH12 255 146 29 64DLH15 387 206 43 64DLH13 277 148 34 72DLH15 354 188 41
60DLH13 301 154 34 60DLH16 407 201 46 68DLH13 284 168 35 64DLH16 382 189 46
64DLH13 310 176 34 72DLH16 437 252 45 64DLH14 316 158 37 72DLH16 410 221 47
60DLH14 332 165 37 68DLH16 452 254 46 68DLH14 327 179 38 64DLH17 439 215 52
64DLH14 354 189 37 72DLH17 492 287 49 68DLH15 365 201 42 72DLH17 461 252 53
68DLH15 391 228 39 64DLH17 501 262 52 72DLH15 366 200 41 64DLH18 507 243 59
60DLH15 392 194 43 68DLH17 509 289 53 72DLH16 423 236 45 68DLH18 532 276 60
64DLH15 407 223 43 60DLH18 540 259 59 68DLH16 433 236 49 72DLH18 540 284 59
60DLH16 428 217 46 64DLH18 578 296 59 64DLH17 468 237 52 72DLH19 633 323 67
68DLH16 463 268 46 68DLH18 589 327 60 68DLH17 489 268 53
60DLH17 493 247 52 72DLH19 676 368 67 64DLH18 540 267 59 128 LENGTH
72DLH17 505 302 50 68DLH19 678 371 67 68DLH18 566 304 60
64DLH17 527 283 52 72DLH19 654 344 67 64DLH12 211 109 29
60DLH18 568 279 59 120 LENGTH 64DLH13 257 131 34
64DLH18 608 320 59 124 LENGTH 64DLH14 292 140 37
68DLH19 696 391 66 60DLH12 232 115 29 68DLH14 303 159 38
64DLH12 239 132 29 64DLH12 224 119 29 72DLH14 307 166 37
117 LENGTH 60DLH13 282 139 34 64DLH13 273 144 34 68DLH15 337 178 41
64DLH13 291 159 34 68DLH13 279 164 35 72DLH15 352 185 41
60DLH12 244 124 29 60DLH14 310 149 37 64DLH14 311 154 37 64DLH16 376 185 46
64DLH12 251 142 29 64DLH14 332 171 37 68DLH14 322 175 38 72DLH16 407 218 47
60DLH13 296 151 34 68DLH14 337 190 38 68DLH15 360 196 42 64DLH17 432 210 52
64DLH13 305 171 34 72DLH15 375 211 38 72DLH15 363 197 41 68DLH17 453 238 53
60DLH14 327 161 37 68DLH15 378 213 40 64DLH16 401 203 46 72DLH17 457 248 53
64DLH14 349 184 37 64DLH15 381 201 43 72DLH16 420 232 47 64DLH18 499 237 59
72DLH15 385 222 38 60DLH16 400 196 46 68DLH16 427 230 49 68DLH18 524 269 60
68DLH15 387 224 41 72DLH16 434 248 45 64DLH17 461 231 52 72DLH18 536 280 59
64DLH15 400 217 43 68DLH16 448 250 46 68DLH17 481 262 53 68DLH19 601 305 67
60DLH16 421 211 46 72DLH17 488 282 49 64DLH18 532 261 59 72DLH19 628 318 67
64DLH16 450 242 46 64DLH17 492 255 52 68DLH18 557 297 60
68DLH16 459 263 46 68DLH17 505 284 53 72DLH19 649 339 68 129 LENGTH
60DLH17 484 241 52 60DLH18 531 252 59
72DLH17 501 297 50 64DLH18 568 288 59 125 LENGTH 68DLH13 259 145 35
64DLH17 518 275 52 68DLH18 584 321 60 68DLH14 299 155 38
60DLH18 559 272 59 68DLH19 673 365 67 64DLH12 221 216 29 72DLH14 305 163 38
64DLH18 598 311 59 64DLH13 269 141 34 72DLH15 349 182 41
68DLH18 599 388 60 121 LENGTH 64DLH14 306 151 37 72DLH16 403 215 49
72DLH19 687 381 67 68DLH14 317 171 38 68DLH17 446 232 53
68DLH19 690 384 67 64DLH12 235 129 29 68DLH15 354 191 41 72DLH17 454 244 53
64DLH13 286 155 34 72DLH15 360 194 41 68DLH18 516 263 60
118 LENGTH 64DLH14 326 166 37 64DLH16 394 198 46 72DLH18 532 276 59
68DLH14 334 187 38 72DLH16 416 229 47 72DLH19 623 313 67
60DLH12 240 121 29 72DLH15 372 207 40 68DLH16 420 225 49
64DLH12 247 138 29 68DLH15 375 209 40 64DLH17 454 226 52 130 LENGTH
60DLH13 291 147 34 72DLH16 430 244 45 68DLH17 474 256 53
60DLH14 321 156 37 68DLH16 444 246 49 64DLH18 523 255 59 68DLH13 255 142 35
64DLH14 343 179 37 72DLH17 484 278 49 68DLH18 549 289 60 68DLH14 294 152 38
72DLH15 382 218 38 68DLH17 501 280 53 72DLH19 643 333 67 72DLH14 303 171 38
68DLH15 384 220 41 64DLH18 559 282 59 72DLH15 347 191 41
64DLH15 394 211 43 68DLH18 579 316 60 126 LENGTH 72DLH16 401 225 49
60DLH16 414 206 46 68DLH19 667 359 67 68DLH17 439 228 55
72DLH16 441 257 45 72DLH17 451 256 56
64DLH12 218 114 29
68DLH16 456 259 46 122 LENGTH 68DLH18 508 257 60
64DLH13 264 131 34
72DLH17 496 292 50 72DLH18 528 289 59
64DLH14 301 147 37
64DLH17 509 268 52 68DLH19 583 291 67
64DLH12 231 125 29 68DLH14 312 167 38
68DLH17 513 294 53 72DLH19 619 328 70
64DLH13 281 152 34 72DLH15 357 191 41
60DLH18 549 266 59
68DLH13 288 171 35 64DLH16 388 193 46
64DLH18 587 304 59
68DLH18 594 333 60
64DLH14 321 162 37 72DLH16 413 225 47 131 LENGTH
68DLH14 332 185 38 64DLH17 446 220 52
72DLH19 682 374 67
72DLH15 369 204 40 68DLH17 467 249 53 68DLH13 252 138 35
68DLH19 684 377 67
68DLH15 372 206 42 64DLH18 515 249 59 68DLH14 290 148 38
72DLH16 427 240 45 68DLH18 540 283 60 72DLH14 298 167 38
119 LENGTH 68DLH16 441 242 49 72DLH18 544 289 59 68DLH15 322 166 41
64DLH17 476 243 52 72DLH19 638 328 67 72DLH15 342 187 43
60DLH12 236 118 29 68DLH17 497 275 53 72DLH16 395 219 49
64DLH12 243 135 29 64DLH18 549 274 59 127 LENGTH 68DLH17 433 222 53
60DLH13 286 143 34 68DLH18 575 311 60 72DLH17 445 250 53
64DLH13 295 163 34 72DLH19 659 350 67 64DLH12 214 111 29 68DLH18 501 251 59
60DLH14 316 152 37 68DLH19 662 353 67 64DLH13 260 134 34 72DLH18 520 283 59
64DLH14 337 174 37 64DLH14 296 143 37 68DLH19 574 285 67
68DLH14 340 193 38 123 LENGTH 68DLH14 308 163 38 72DLH19 609 321 70
72DLH15 378 214 38 72DLH14 309 168 37
68DLH15 381 217 40 64DLH12 228 122 29 68DLH15 343 182 41
169
ECONOMICAL JOIST GUIDE
Combined K, VS, LH & DLH Series Load Table
Allowable Joist Allowable Joist Allowable Joist
Joist Loads (PLF) Weight Joist Loads (PLF) Weight Joist Loads (PLF) Weight
Type Total Uniform (lbs./ft.) Type Total Uniform (lbs./ft.) Type Total Uniform (lbs./ft.)
170
CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
SECTION 1
GENERAL
1.1 SCOPE
The practices and customs set forth herein are in accordance with good engineering practice, tend to ensure 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
This Code of Standard Practice is to govern as a standard unless otherwise covered in the architects' and engineers'
plans and specifications.
1.3 DEFINITIONS
Add-Load. A single vertical concentrated load which occurs at any one panel point along the joist chord. This load is in
addition to any other gravity loads specified.
Bend-Check Load. A vertical concentrated load used to design the joist chord for the additional bending stresses
resulting from this load being applied at any location between the joist panel points. This load shall already be accounted
for in the specified joist designation load, uniform load, or Add-load and is used only for the additional bending check in
the chord and does not contribute to the overall axial forces within the joist. An ideal use of this is for incidental loads
which have already been accounted for in the design loading but may induce additional bending stress due to this load
occurring at any location along the chord.
Buyer. The entity that has agreed to purchase material from the manufacturer and has also agreed to the terms of sale.
Erector. The entity that is responsible for the safe and proper erection of the materials in accordance with all applicable
codes and regulations.
Material. Steel joists, Joist Girders and accessories as provided by the seller.
171
170
171
CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
Placement Plans. Drawings that are prepared depicting the interpretation of the contract documents requirements for the
material to be supplied by the seller. These floor or roof plans are approved by the specifying professional, buyer, or
owner for conformance with the design requirements. The seller uses the information contained on these drawings for
final material design. A unique piece mark number is typically shown for the individual placement of the steel joists, Joist
Girders and accessories along with sections that describe the end bearing conditions and minimum attachment required
so that material is placed in the proper location in the field.
Seller. A company certified by the Steel Joist Institute engaged in the manufacture and distribution of steel joists, Joist
Girders and accessories.
Specifying Professional. The licensed professional who is responsible for sealing the building contract documents,
which indicates that he or she has performed or supervised the analysis, design and document preparation for the
structure and has knowledge of the load-carrying structural system.
Structural Drawings. The graphic or pictorial portions of the contract documents showing the design, location and
dimensions of the work. These documents generally include plans, elevations, sections, details, connections, all loads,
schedules, diagrams and notes.
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 Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption.
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 Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption, and this
code. Pertinent design information shall be provided to the seller as stipulated in Section 6.1. 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.
When a performance test on a joist is required, the following criteria shall be used:
a) The performance test load shall be the maximum factored uniformly distributed downward design load for the
selected joist.
(1) For a K-Series joist, this is the TOTAL safe factored uniformly distributed load-carrying capacity tabulated in
the Standard LRFD Load Table for the specific joist size and span.
(2) For a K-Series joist with factored loading conditions other than found in the Standard LRFD Load Table, this
is the LRFD Load Combination resulting in the highest uniformly distributed downward factored design load.
(3) For a K-Series joist with loading conditions other than found in the Standard ASD Load Table, this is the
ASD Load Combination resulting in the highest uniformly distributed downward design load multiplied times
1.50.
b) Joist self-weight and the weight of all test materials shall be included in the calculation of applied performance test
loading as appropriate for the joist during testing.
c) Loading shall be uniformly distributed across the full length of the joist top chord, and the load application shall
maintain uniform distribution throughout the test. At any stage during the application of the test loading, the test
load shall not be distributed in such a manner as to result in any joist component being subjected to a higher
proportion of force than intended by the joist design.
172
171
172
CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
d) If tested as a panel assembly, the joists shall be tested in pairs with deck, deck attachments, and bridging
installed per the approved joist and deck placement plans. All bottom chord horizontal bridging rows shall be
terminated by bracing back to the top chord of the adjacent joist or by a lateral restraint system which does not
inhibit the vertical deflection of the test joist.
e) If tested singly, in a load test machine apparatus, the joist chords shall be braced to prevent lateral movement,
without inhibiting vertical displacement. The joist top chord shall have lateral braces located at equal spacing of
no more than 36 inches (914 mm) on center. The joist bottom chord shall have lateral braces located, at
minimum, per the bottom chord bridging locations shown on the approved joist placement plan.
f) The performance test loading shall be applied at a rate of no greater than 25 plf per minute and shall be sustained
for no less than 15 minutes. After the maximum test load has been removed for a minimum of 10 minutes, the
remaining vertical displacement at midspan shall not exceed 20% of the vertical midspan deflection sustained
under the full performance test load.
g) All costs associated with such testing shall be borne by the purchaser.
h) Joists that have been designed and manufactured and have satisfied the above performance test criteria shall be
considered to satisfy the intent of the K-Series Standard Specification, and shall be considered safe for use in
construction. No further proof of strength of individual joist components or connections is required.
SECTION 2
JOISTS, JOIST GIRDERS,
AND ACCESSORIES
2.1 STEEL JOISTS AND JOIST GIRDERS
Steel joists and Joist Girders shall carry the designations and meet the requirements of the Steel Joist Institute Standard
Specifications Load Tables & Weight Tables of latest adoption.
K-Series joists are furnished with parallel chords only and with a standard end bearing depth of 2 1/2 inches (64 mm).
Joist bearing seat depths greater than 2 1/2 inches (64 mm) are available when requirements warrant deeper bearing
seats. Conditions where a bearing seat depth of more than 2-1/2 inches (64 mm) may be required include:
Sloped joists;
Mixing K-Series and LH-Series products at a common interior support;
Masonry supports with a steel bearing plate more than 1/2 inch (13 mm) from the face of the wall.
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 minimum end bearing depths as shown in Table 2-1. A standard maximum joist
bearing seat width (perpendicular to the joist length) is provided. This width shall be permitted to vary based on the joist
design and manufacturer. For sloped joist bearing seats refer to the sloped seat requirements tables in the Accessories
and Details section of this catalog.
Because LH- and DLH-Series joists may have exceptionally large end reactions, it is recommended that the supporting
structure be designed to provide a nominal minimum unit bearing pressure of 750 pounds per square inch (5171 kilo
Pascals).
It is not recommended that a DLH-Series joist that exceeds 72 inches (1829 mm) deep and has a span greater than 80
feet (24384 mm) be used in a bottom bearing configuration.
173
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
TABLE 2-1
STANDARD END BEARING SEAT DEPTH AND STANDARD MAXIMUM SEAT WIDTH
JOIST SERIES SECTION MINIMUM BEARING MAXIMUM SEAT
NUMBER* DEPTH WIDTH**
K ALL 2 (64 mm) 6 (152 mm)
LH/DLH 2 to 17, incl. 5 (127 mm) 8 (229 mm)
DLH 18 to 20, incl. 7 (191 mm) 12 (305 mm)
DLH 21 to 25, incl. 7 (191 mm) 13 (330 mm)
*REFER TO LAST DIGIT(S) OF JOIST DESIGNATION
**THE SEAT WIDTH MAY VARY BASED ON DESIGN
Joist Girders are furnished either underslung or square ended with top chords either parallel, pitched one way or pitched
two ways. Underslung types are furnished with a standard end bearing depth of 7 1/2 inches (191 mm). Joist Girders
shall be permitted to have either parallel chords or a top chord pitch of up to 1/2 inch per foot (1:24). The nominal depth
of a pitched Joist Girder is taken at the center of the span.
Joist Girder bearing seat widths vary depending on the Joist Girder size and shall be permitted to be up to 13 (330 mm)
wide. The supporting structural member shall be made wide enough to accommodate the seat widths.
The maximum joist spacing shall be in accordance with the requirements of the Standard Specifications Load Tables &
Weight Tables 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. Joists are provided with camber and 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 side wall, wall beam or tie beam.
Open Web Steel Joists, K-Series, should be placed no closer than 6 inches (152 mm) to supporting walls or members.
Where partitions occur parallel to joists, there shall be at least one 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. When partitions occur perpendicular to the joists, they shall be
treated as concentrated loads, and joists shall be investigated as indicated in Section 6.1.
Neither the Steel Joist Institute nor the joist manufacturer establishes the loading requirements for which structures are
designed.
The specifying professional shall provide the nominal loads and load combinations as stipulated by the applicable code
under which the structure is designed and shall provide the design basis (ASD or LRFD).
The specifying professional shall calculate and provide the magnitude and location of ALL JOIST and JOIST GIRDER
LOADS. This includes all special loads (drift loads, mechanical units, net uplift, axial loads, moments, structural bracing
loads, or other applied loads) which are to be incorporated into the joist or Joist Girder design. For Joist Girders,
reactions from supported members shall be clearly denoted as point loads on the Joist Girder. When necessary to clearly
convey the information, a Load Diagram or Load Schedule shall be provided.
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
The specifying professional shall give due consideration to the following loads and load effects:
1. Ponded rain water.
2. Accumulation of snow in the vicinity of obstructions such as penthouses, signs, parapets, adjacent buildings, etc.
3. Wind.
4. Type and magnitude of end moments and/or axial forces at the joist and Joist Girder end supports shall be shown
on the structural drawings. For moment resisting joists or Joist Girders framing at or near the top 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 or Joist Girder top chord and the column.
Avoid transferring joist or Joist Girder end moments and axial forces through the bearing seat connection.
A note shall be provided on the structural drawings stating that all moment resisting joists shall have all dead
loads applied to the joist before the bottom chord struts are welded to the supporting connection whenever the
moments provided do not include dead load.
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 nominal loads, as determined by the specifying professional, shall not be less than that specified in the applicable
building codes.
Where concentrated loads occur, the magnitude and location of these concentrated loads shall be shown on the structural
drawings when, in the opinion of the specifying professional, they shall require consideration by the joist manufacturer.
For nominal concentrated loads, which have been accounted for in the specified uniform design loads, a strut to transfer
the load to a panel point on the opposite chord shall not be required provided that the sum of the concentrated loads
within a chord panel does not exceed 100 pounds and the attachments are concentric to the chord.
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 linear foot" (kiloNewtons per meter) of joist.
The specifying professional shall use one of the five options described below that allows:
- The estimator to price the joists.
- The joist manufacturer to design the joists properly.
- The owner to obtain the most economical joists.
Option 1: Select a joist designation from the Standard Load Table (or specify a joist type using a uniform load in the
designation) which has been determined to be adequate for all design loads. The shear and moment envelope
resulting from the selected uniform load shall meet the actual shear and moment requirements. Thus, this option
alone may not be adequate if large concentrated loads need to be designed for.
Option 2: Select a joist designation from the Standard Load Table (or specify a joist type using a uniform load in the
designation) and also provide the load and location of any additional loads on the structural plan with a note Joist
manufacturer shall design joists for additional loads at locations shown. This option works well for a few added loads
per joist with known magnitude and locations.
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
Option 3: For additional point loads with exact locations not known along the joist or for incidental loads, any one, or
both, of the following can be specified on the structural plan in addition to option 1 or 2 above:
a) Design for a (__) lb. concentrated load located at any one panel point along the joist. This is referred to
as an Add-Load.
b) Design for additional bending stresses resulting from a (__) lb. concentrated load located at any location
along (____) chord. This is referred to as a Bend-Check and can be specified on top chord, bottom chord, or
both top and bottom chords. This can be used when the concentrated load is already accounted for in the joist
designation, uniform load, or specified Add-Load yet this specified amount of load shall be permitted to also be
located at any location between panel points. The additional bending stresses as a result of this load are then
designed for. A Bend-Check load shall not exceed (Add-Load + 400 lbs.) A Bend-Check load can be specified by
itself without an Add-Load.
c) Both (a) and (b) above can be specified with equal concentrated loads for each; or simply denote Design joist
for a (__) lb. concentrated load at any location along the (___) chord.
Example uses:
- Specifying professional selects a standard joist capable of carrying a 500 lb. RTU. However, the location and
exact frame size is not yet known but the frame load shall result in two- 250 lbs. point loads at least 5-0
apart. Specify a 250 lb. Bend-Check
- Standard joist specified but not selected for 500 lb. RTU load, location not known. Specify a 500 lb. Add-
Load and 250 lb. Bend-check.
- Standard SJI joist selected to carry collateral load of 3 psf. Specifying professional wants bending from 150
lb. incidental loads to also be designed for. Specify a 150 lb. Bend-Check.
Option 4: Select a KCS joist using moment and end reaction without specifying added loads or diagrams. This
option works well for concentrated loads for which exact locations are not known or for multiple loading.
a) Determine the maximum moment.
b) Determine the maximum end reaction (shear).
c) Select the required KCS joist that provides the required moment and end reaction (shear). Note that 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
end reaction. A uniform load of 825 plf (12030 N/m) LRFD or 550 plf (8020 N/m) ASD is used to check end panel
bending. If the end panel loading exceeds this, reduce the joist spacing or go to Option 5.
d) Specify on the structural drawings that an extra web shall be field applied at all concentrated loads not occurring
at panel points.
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
U.S. CUSTOMARY UNITS AND (METRIC UNITS) U.S. CUSTOMARY UNITS AND (METRIC UNITS)
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
U.S. CUSTOMARY UNITS AND (METRIC UNITS) U.S. CUSTOMARY UNITS AND (METRIC UNITS)
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
U.S. CUSTOMARY UNITS AND (METRIC UNITS) U.S. CUSTOMARY UNITS AND (METRIC UNITS)
OPTION B: Select a LH-Series Joist. See OPTION 5. OPTION B: Select a LH-Series Joist. See OPTION 5.
Option 5: Specify a SPECIAL joist designation when the joist includes more complex loading or for conditions which
need consideration of multiple potentially controlling load combinations.
a) Provide a load diagram and/or enough information on the drawings to clearly define ALL loads.
b) If the loading criteria are too complex to adequately communicate on the drawings or with a simple load diagram,
then the specifying professional shall provide a load schedule along with the appropriate load combinations.
Regardless of where the loads are shown, unfactored design loads broken down by load categories shall be
provided in order to design the joists correctly with applicable load combinations.
Place the designation (e.g. 28K SP or 28LH SP) with the following note: Joist manufacturer to design joist to
support loads as shown.
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CODE
CODE OFOF STANDARD
STANDARD PRACTICE
PRACTICE FOR STEEL
FOR STEEL JOISTSJOISTS ANDGIRDERS
AND JOIST JOIST
SNOW LOAD = 180 lb/ft (2.63 kN/m) SNOW LOAD = 180 lb/ft (2.63 kN/m)
DEAD LOAD = 60 lb/ft (0.88 kN/m) DEAD LOAD = 60 lb/ft (0.88 kN/m)
18 18
(457 mm) (457 mm)
7-0 7-0
800 lbs (2.13 m) 800 lbs DL (2.13 m)
(3.56 (3.56 kN)
RL 30-0 (9.14 m) kN) RR RL 30-0 (9.14 m) RR
32LH SP 32LH SP
Joist manufacturer to design joist to support loads as shown above. Joist manufacturer to design joist to support unfactored loads as
shown above.
PLEASE NOTE THE LOAD COMBINATIONS SHOWN ARE FOR REFERENCE EXAMPLES ONLY.
1. The purpose of the Joist Girder Design Guide Weight Table is to assist the specifying professional in the selection
of a roof or floor support system.
Option 5: Specify a SPECIAL joist designation when the joist includes more complex loading or for conditions which
2. Itconsideration
need is not necessary to use only
of multiple the depths,
potentially spans,load
controlling or loads shown in the tables.
combinations.
3. Provide
a) Holes inachord elements
load diagram present
and/or special
enough problemson
information which shall be considered
the drawings by both
to clearly define ALLthe specifying professional
loads.
and the Joist Girder Manufacturer. The sizes and locations of such holes shall be clearly indicated on the structural
b) Ifdrawings.
the loading criteria are too complex to adequately communicate on the drawings or with a simple load diagram,
then the specifying professional shall provide a load schedule along with the appropriate load combinations.
4. Regardless
Live load deflection
of where rarely
the governs
loads are because
shown,ofunfactored
the relatively small loads
design span to depth down
broken ratios of
by Joist
loadGirders. However,
categories it
shall be
is recommended
provided in order tothat a breakdown
design of the point
the joists correctly with loads, by load
applicable loadcategory (i.e. TL/LL), be provided so specified
combinations.
deflection requirements and load combinations can be properly accounted for in design.
Place the designation (e.g. 28K SP or 28LH SP) with the following note: Joist manufacturer to design joist to
support loads as shown.
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CODE
CODEOFOF
STANDARD PRACTICE
STANDARD FOR STEEL
PRACTICE JOISTS JOISTS
FOR STEEL AND JOIST
ANDGIRDERS
JOIST
OPTION 4 - ASD
Example EXAMPLE
using 3: Strength Design (ASD)
Allowable OPTION 4 - LRFD
Example using EXAMPLE
Load and 3:
Resistance Factor Design
and U. S. Customary units: (LRFD) and U. S. Customary units:
U.S. CUSTOMARY UNITS AND (METRIC UNITS) U.S. CUSTOMARY UNITS AND (METRIC UNITS)
Given 42'-0" x 50'-0" bay. Joists spaced on 5'-3" centers Given 42'-0" x 50'-0" bay. Joists spaced on 5'-3" centers
Live Load = 30 psf Live Load = 30 psf x 1.6
Dead Load = 15 psf Dead Load = 15 psf x 1.2
(includes the approximate Joist Girder weight) (includes the approximate Joist Girder weight)
Total Load = 45 psf Total Load = 66 psf (factored)
Note: Web configuration may vary from that shown. Note: Web configuration may vary from that shown.
Contact joist manufacturer if exact layout must be known. Contact joist manufacturer if exact layout must be known.
M = 2910 k-in. (328.8 kN-m) M = 4365 k-in. (493.2 kN-m)
R1. Determine number of actual joist spaces (N).
L = RR = 14000 lbs (62.28 kN)
1.RL Determine
= RR = 21000 number of actual
lbs (93.41 kN)joist spaces (N).
In this example, N = 8. In this example, N = 8.
EXCEEDS CAPACITY OF 30KCS5 (MAXIMUM KCS EXCEEDS CAPACITY OF 30KCS5 (MAXIMUM KCS
2. Compute
JOIST) total load:MAXIMUM UNIFORM LOAD OF
AND EXCEEDS 2.JOIST
Compute total factored
AND EXCEEDS load:
MAXIMUM FACTORED UNIFORM
550 plf (8027 N/m).
Total load = 5.25 x 45 psf = 236.25 plf LOAD OF 825 plf (12040 N/m).
Total load = 5.25 x 66 psf = 346.50 plf
OPTION A: Use double joists
3. Joist Girder Section: (Interior)each having a minimum OPTION A: Use
3. Joist Girder double(Interior)
Section: joists each having a minimum
moment capacity, M = 1455 k-in. (164.4 kN-m) and moment capacity, M = 2183 k-in. (246.65 kN-m) and
sheara) Compute
capacity, R = the
7000factored concentrated
lbs (31.14 kN) and load at top shear a) capacity,
ComputeRthe factored
= 10500 concentrated
lbs (46.71 kN) and load at top
a uniform chord
load ofpanel
400 points
plf (5838 N/m). chord
a uniform loadpanel points
of 600 plf (8756 N/m).
Select twoP28KCS5,
= 236.25 Mx 50 = 11,813
= 1704 k-in.lbs = 11.9
(192.5 kips
kN-m), Select Ptwo= 346.5
28KCS5, x 50M= =17,325 lbs =(288.7
2556 k-in. 17.4 kips
kN-m),
(use 12K for depth selection). (use 18K for depth selection).
R = 9200 lbs (40.9 kN). R = 13800 lbs (61.3 kN).
b) Select Joist Girder depth: b) Select Joist Girder depth:
Bridging section no. 12 for L = 55 ft. (16764 mm). Use Bridging section no. 12 for L = 55 ft. (16764 mm) Use
28K12 to Refer
determineto the ASDand
bridging Joist Girder
stability Design Guide 28K12 Refer
requirements. to the LRFD
to determine Joist
bridging Girder
and Design
stability Guide Weight
requirements.
Weight Table for the 42'-0" span, 8 panel, 12.0K Table for the 42'-0" span, 8 panel, 18.0K Joist
Joist Girder. The rule of about one inch of depth Girder. The rule of about one inch of depth for each
for each foot of span is a good compromise of foot of span is a good compromise of limited depth
OPTION B: Select a LH-Series Joist. See OPTION 5. OPTION B: Select a LH-Series Joist. See OPTION 5.
limited depth and economy. Therefore, select a and economy. Therefore, select a depth of 44
depth of 44 inches. inches.
c) The Joist Girder shall then be designated c) The Joist Girder shall then be designated
Option 5: Specify a SPECIAL joist designation when the joist includes
44G8N11.9K. more complex
44G8N17.4F. loading
Note that or forF
the letter conditions which
is included at
need consideration of multiple potentially controlling load combinations.
the end of the designation to clearly indicate that this
a) Provide a load diagram and/or enough information on the drawingsis a factored load.
to clearly define ALL loads.
b)d) If The ASD Joist
the loading Girder
criteria areDesign Guide Weight
too complex Table communicate
to adequately d) The LRFD on theJoist GirderorDesign
drawings with a Guide
simple Weight Table
load diagram,
shows the weight for a 44G8N12K as 49 pounds shows the weight for a 44G8N18.0F
then the specifying professional shall provide a load schedule along with the appropriate load combinations. as 49 pounds
per linear foot.
Regardless The designer
of where should
the loads verify that
are shown, the
unfactored per loads
design linear broken
foot. The
downdesigner
by loadshould verify that
categories shallthe
be
weight isinnot
provided greater
order thanthe
to design thejoists
weight assumed
correctly withinapplicable weight is not greater than the weight assumed in the
load combinations.
the Dead Load above. Dead Load above.
Place the designation (e.g. 28K SP or 28LH SP) with the following note: Joist manufacturer to design joist to
support loads as shown.
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CODE
CODEOFOF
STANDARD PRACTICE
STANDARD FOR STEEL
PRACTICE JOISTSJOISTS
FOR STEEL AND JOIST
ANDGIRDERS
JOIST
e) 4
OPTION Check
- ASDlive load deflection:
EXAMPLE 3: e) Check
OPTION live load
4 - LRFD deflection:3:
EXAMPLE
Live load = 30 psf x 50 ft. = 1500 plf Live load = 30 psf x 50 ft. = 1500 plf
U.S. CUSTOMARY UNITS AND (METRIC UNITS) U.S. CUSTOMARY UNITS AND (METRIC UNITS)
Approximate Joist Girder moment of inertia Approximate Joist Girder moment of inertia
= 0.027 NPLd = 0.018 NPLd
4
= 0.027 x 8 x 11.9 x 42 x 44 = 4750 in. = 0.018 x 8 x 17.4 x 42 x 44 = 4630 in.4
Allowable deflection for plastered ceilings Allowable deflection for plastered ceilings
42 (12) 42 (12)
= L/360 = = 1.40 in. = L/360 = = 1.40 in.
360 360
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CODEOFOF
CODE STANDARD
STANDARD PRACTICE
PRACTICE FOR STEEL
FOR STEEL JOISTSJOISTS AND
AND JOIST JOIST
GIRDERS
When lateral moments are specified, continuity moments shall also be specified. A Load Schedule which shows a
complete breakdown of all loads by Load Category may be required.
When special loads as shown in the tables above are specified, the load combinations to be used for joist and Joist Girder
design shall be provided. Two examples showing how to list load combinations are shown below:
ASD example- Basic Load Combinations LRFD example - Basic Load Combinations
1. D 1. 1.4D
2. D + L 2. 1.2D + 1.6L + 0.5(Lr or S or R)
M3.= D
2910
+ (Lk-in. (328.8 kN-m)
r or S or R)
M 1.2D
3. = 4365 k-in. r(493.2
+ 1.6(L or S orkN-m)
R) + (1.0L or 0.8W)
RL = RR = 140000.75(L
4. D + 0.75L + r or S kN)
lbs (62.28 or R) 4. 1.2D + 1.6W +
RL = RR = 21000 lbs 1.0L + 0.5(L
(93.41 r or S or R)
kN)
5. D + (W or 0.7E) 5. 1.2D + 1.0E + 1.0L + 0.2S
EXCEEDS CAPACITY
6. D + 0.75(W or 0.7E)OF 30KCS5
+ 0.75L (MAXIMUM
+ 0.75(L KCS EXCEEDS CAPACITY OF 30KCS5 (MAXIMUM KCS
r or S or R) 6. 0.9D + 1.6W
JOIST) AND
7. 0.6D + W EXCEEDS MAXIMUM UNIFORM LOAD OF JOIST AND
7. 0.9D + 1.0EEXCEEDS MAXIMUM FACTORED UNIFORM
550 plf (8027 N/m). LOAD OF 825 plf (12040 N/m).
8. 0.6D + 0.7E
OPTION A: Use double joists each having a minimum OPTION A: Use double joists each having a minimum
moment
Special capacity,
Seismic LoadM = 1455 k-in. (164.4 kN-m) and
Combinations momentSeismic
Special capacity, M =Combinations
Load 2183 k-in. (246.65 kN-m) and
shear
9. D capacity,
+ 0.7Em R = 7000 lbs (31.14 kN) and 8.shear
1.2Dcapacity,
+ 1.0L +RE=m 10500 lbs (46.71 kN) and
a10.
uniform load ofm 400
D + 0.525E plf (5838
+ 0.75L N/m).
+ 0.75(L r or S or R) 9.a uniform
0.9D + Eload
m of 600 plf (8756 N/m).
11. 0.6D + 0.7E
Select two 28KCS5, m
M = 1704 k-in. (192.5 kN-m), Select two 28KCS5, M = 2556 k-in. (288.7 kN-m),
R = 9200 lbs (40.9 kN). R = 13800 lbs (61.3 kN).
2.4 SLOPED END BEARINGS
Bridging section no. 12 for L = 55 ft. (16764 mm). Use Bridging section no. 12 for L = 55 ft. (16764 mm) Use
28K12 to determine bridging and stability requirements. 28K12 to determine bridging and stability requirements.
Where steel joists or Joist Girders are sloped, beveled ends or sloped end bearings may be provided where the slope
exceeds 1/4 inch in 12 inches (1:48). When sloped end bearings are required, the seat depths shall be adjusted to
maintain the standard height at the shallow end of the sloped bearing. For Open Web Steel Joists, K-Series, bearing ends
OPTION B: Select a LH-Series Joist. See OPTION 5. OPTION B: Select a LH-Series Joist. See OPTION 5.
shall be permitted to not be beveled for slopes of 1/4 inch or less in 12 inches (1:48).
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
2.6 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.
(a) Bridging standard with the manufacturer and complying with the Steel Joist Institute Standard Specifications Load
Tables & Weight Tables 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 K- and LH-Series joists horizontal bridging is recommended for spans up to and including 60 feet (18288 mm)
except where the Steel Joist Institute Standard Specifications Load Tables & Weight Tables require bolted diagonal
bridging for erection stability.
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 Standard Specification and Section 105 in the LH/DLH-Series Standard
Specification for erection stability requirements.
Refer to Appendix B for OSHA steel joist erection stability requirements.
Horizontal bridging shall consist of continuous horizontal steel members designed per the applicable K-Series
Standard Specification Section 5 or Section 104 in the LH/DLH-Series Standard Specification. The material sizes
shown in Tables 2.7-1a and 2.7-1b meet the criteria. Alternately, or for load/load designation joists, Table 2.7-1c
provides the maximum horizontal bridging force, Pbr, for various combinations of joist spacing and bridging angle size.
(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 Steel Joist Institute Standard Specifications Load Tables &
Weight Tables of latest adoption.
Diagonal bridging, when used, shall be designed per the applicable K-Series Standard Specification Section 5 or
Section 104 in the LH/DLH-Series Standard Specification.
When the bridging members are connected at their point of intersection, the material sizes listed in Table 2.7-2 and
Table 2.7-3 shall meet the above specifications.
For LH/DLH-Series joists, where the joist spacing is less than 70 percent of the joist depth, bolted horizontal bridging
shall be provided in addition to the diagonal bridging, as shown in Table 2.7-3.
(d) When bolted diagonal erection bridging is required, the following shall apply:
1. The bridging shall be indicated on the joist placement plan.
2. The joist placement plan shall be the exclusive indicator for the proper placement of this bridging.
3. Shop installed bridging clips, or functional equivalents, shall be provided where the bridging bolts to the steel joist.
4. 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 piece.
5. Bridging attachments shall not protrude above the top chord of the steel joists.
6. See Table 2.7-4 for bolt sizes that meet the connection requirements of the K-Series Standard Specification
Section 5 and the LH/DLH-Series Standard Specification Section 104.
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
TABLE 2.7-1a
K-SERIES JOISTS
MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGING
BRIDGING MATERIAL SIZE**
Equal Leg Angles
JOIST Bridging 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
SECTION Force (25 x 3 mm) (32 x 3 mm) (38 x 3 mm) (45 x 3 mm) (52 x 3 mm) (64 x 4 mm)
NUMBER* Pbr r = 0.20 r = 0.25 r = 0.30 r = 0.35 r = 0.40 r = 0.50
(5.08 mm) (6.35 mm) (7.62 mm) (8.89 mm) (10.16 mm) (12.70 mm)
lbs (N) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm)
340 5- 0 6- 3 7- 6 8- 7 10- 0 12- 6
1 to 8, incl.
(1512) (1524) (1905) (2286) (2616) (3048) (3810)
450 4- 4 6- 1 7- 6 8- 7 10- 0 12- 6
9 to 10, incl.
(2002) (1321) (1854) (2286) (2616) (3048) (3810)
560 3- 11 5- 6 7- 3 8- 7 10- 0 12- 6
11 to 12, incl
(2491) (1194) (1676) (2210) (2616) (3048) (3810)
*Refer to last digit(s) of Joist Designation
**Connection to joist shall resist a nominal unfactored 700 pound force (3114 N)
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
TABLE 2.7-1b
LH-SERIES JOISTS
MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGING
SPANS OVER 60 ft. (18.3 m) REQUIRE BOLTED DIAGONAL BRIDGING
BRIDGING MATERIAL SIZE**
Equal Leg Angles
Force 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
Joist Section
Pbr (25 x 3 mm) (32 x 3 mm) (38 x 3 mm) (45 x 3 mm) (52 x 3 mm) (64 x 4 mm)
Number* r = 0.20 r = 0.25 r = 0.30 r = 0.35 r = 0.40 r = 0.50
lbs (N)
(5.08 mm) (6.35 mm) (7.62 mm) (8.89 mm) (10.16 mm) (12.70 mm)
ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm)
400
02 to 03, incl. 47 (1397) 63 (1905) 76 (2286) 89 (2667) 100 (3048) 126 (3810)
(1779)
550
04 to 05, incl. 311(1194) 56 (1676) 74 (2235) 89 (2667) 100 (3048) 126 (3810)
(2447)
750
06 to 08, incl. 49 (1448) 63 (1905) 711 (2413) 100 (3048) 126 (3810)
(3336)
850
09 45 (1346) 510 (1778) 75 (2261) 99 (2972) 126 (3810)
(3781)
900
10 44 (1321) 58 (1727) 73 (2210) 95 (2870) 126 (3810)
(4003)
950
11 42 (1270) 57 (1702) 70 (2134) 92 (2794) 126 (3810)
(4226)
1100
12 3-11 (1194) 52 (1575) 68 (2032) 86 (2591) 12-6 (3810)
(4893)
1200
13 3-9 (1143) 411 (1499) 63 (1905) 8-2 (2489) 12-6 (3810)
(5338)
1300
14 4-9 (1448) 6-0 (1829) 7-10 (2388) 12-4 (3759)
(5783)
1450
15 4-6 (1372) 5-8 (1727) 7-5 (2261) 11-8 (3556)
(6450)
1850
16 to 17, incl. 4-0 (1219) 5-0 (1524) 6-7(2007) 10-4 (3150)
(8229)
2000
18 to 20, incl. 3-10 (1168) 4-10 (1473) 6-4 (1930) 9-11 (3023)
(8896)
2500
21 to 22, incl. (11120) 4-4 (1321) 5-8 (1727) 8-10 (2692)
3100
23 to 24, incl. (13789) 3-10 (1168) 5-1 (1549) 7-11 (2413)
3500
25 (15569) 4-9(1448) 7-6 (2286)
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TABLE 2.7-1c
MAXIMUM BRIDGING FORCE (Pbr) FOR HORIZONTAL BRIDGING (lbs)
JOIST BRIDGING ANGLE SIZE (EQUAL LEG ANGLE)
SPACING 1 x 7/64 1 x 7/64 1 x7/64 1 x 7/64 2 x 1/8 2 x 5/32 3 x 3/16
(ft.-in.) r = 0.20" r = 0.25" r = 0.30" r = 0.35" r = 0.40" r = 0.50" r = 0.60"
2-0 2150 3960 5600
2-6 1370 2730 4410 5910
3-0 950 1890 3290 4850
3-6 700 1390 2420 3840 6180
4-0 530 1060 1850 2960 5030
4-6 420 840 1460 2340 4000
5-0 340 680 1180 1890 3240
5-6 - 560 980 1560 2670
6-0 - 470 820 1310 2250 5490
6-6 - - 700 1120 1910 4680
7-0 - - 600 960 1650 4030
7-6 - - 520 840 1440 3510
8-0 - - - 740 1260 3090
8-6 - - - 650 1120 2740 5680
9-0 - - - - 1000 2440 5060
9-6 - - - - 890 2190 4540
10-0 - - - - 810 1970 4100
10-6 - - - - - 1790 3720
11-0 - - - - - 1630 3390
11-6 - - - - - 1490 3100
12-0 - - - - - 1370 2850
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CODE OFOF STANDARD
STANDARD PRACTICE
PRACTICE FOR STEEL
FOR STEEL JOISTS JOISTS AND
AND JOIST JOIST
GIRDERS
TABLE
TABLE2.7-2
2.7-2
K, LH, and DLH SERIES JOISTS
MAXIMUM JOIST SPACING FOR DIAGONAL BRIDGING
BRIDGING ANGLE SIZE (EQUAL LEG ANGLE)
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 x 5/32 3 x 3/16 3 x 1/4
JOIST (25 x 3 mm) (32 x 3 mm) (38 x 3 mm) (45 x 3 mm) (50 x 3 mm) (64x 4 mm) (76 x 5 mm) (89 x 6 mm)
DEPTH r = 0.20 r = 0.25 r = 0.30 r = 0.35 r = 0.40 r=0.50 r = 0.60 r = 0.70
(5.08 mm) (6.35 mm) (7.62 mm) (8.89 mm) (10.16 mm) (12.70 mm) (15.24 mm) (17.78 mm)
in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm)
12 (305) 6-7 (2007) 8-3 (2514) 9-11(3022) 11-7 (3530) 13-3(4038) 16-7(5055) 19-11(6070) 23-3(7086)
14 (356) 6-6 (1981) 8-3 (2514) 9-11(3022) 11-7 (3530) 13-3(4038) 16-7(5055) 19-11(6070) 23-3(7086)
16 (406) 6-6 (1981) 8-2 (2489) 9-10(2997) 11-7 (3530) 13-3(4038) 16-7(5055) 19-11(6070) 23-3(7086)
18 (457) 6-6 (1981) 8-2 (2489) 9-10(2997) 11-6 (3505) 13-3(4038) 16-7(5055) 19-11(6070) 23-3(7086)
20 (508) 6-5 (1955) 8-2 (2489) 9-10(2997) 11-6 (3505) 13-2(4013) 16-7(5055) 19-11(6070) 23-3(7086)
22 (559) 6-4 (1930) 8-1 (2463) 9-10(2997) 11-6 (3505) 13-2(4013) 16-6(5029) 19-11(6070) 23-3(7086)
24 (610) 6-4 (1930) 8-1 (2463) 9-9 (2971) 11-5 (3479) 13-2(4013) 16-6(5029) 19-10(6045) 23-3(7086)
26 (660) 6-3 (1905) 8-0 (2438) 9-9 (2971) 11-5 (3479) 13-1(3987) 16-6(5029) 19-10(6045) 23-2(7061)
28 (711) 6-3 (1905) 8-0 (2438) 9-8 (2946) 11-5 (3479) 13-1(3987) 16-6(5029) 19-10(6045) 23-2(7061)
30 (762) 6-2 (1879) 7-11 (2413) 9-8 (2946) 11-4 (3454) 13-1(3987) 16-5(5004) 19-10(6045) 23-2(7061)
32 (813) 6-1 (1854) 7-10(2387) 9-7 (2921) 11-4 (3454) 13-0 (3962) 16-5(5004) 19-9(6020) 23-2(7061)
36 (914) 5-11(1803) 7-9 (2362) 9-6 (2895) 11-3 (3429) 12-11(3973) 16-4(4979) 19-9(6020) 23-1(7035)
40 (1016) 5-9(1753) 7-7 (2311) 9-5 (2870) 11-2 (3403) 12-10(3911) 16-4(4979) 19-8(5994) 23-1(7035)
44 (1118) 5-6(1676) 7-5 (2260) 9-3 (2819) 11-0 (3352) 12-9 (3886) 16-3(4953) 19-7(5969) 23-0(7010)
48 (1219) 5-4(1626) 7-3 (2209) 9-2 (2794) 10-11(3327) 12-8 (3860) 16-2(4928) 19-7(5969) 22-11(6985)
52 (1321) 5-0(1524) 7-1(2159) 9-0 (2743) 10-10 (3302) 12-7 (3835) 16-1(4902) 19-6(5943) 22-11(6985)
56 (1422) 4-9(1448) 6-10(2083) 8-10(2692) 10-8 (3251) 12-5 (3784) 16-0(4877) 19-5(5918) 22-10(6960)
60 (1524) 4-4(1321) 6-8(2032) 8-7 (2616) 10-6 (3200) 12-4 (3759) 15-10(4826) 19-4(5893) 22-9(6935)
64 (1626) ** 6-4(1931) 8 -5 (2565) 10-4 (3149) 12-2 (3708) 15-9 (4801) 19-3(5867) 22-8(6909)
68 (1727) ** 6-1(1854) 8-2 (2489) 10-2 (3098) 12-0 (3657) 15-8 (4775) 19-2(5842) 22-7(6884)
72 (1829) ** 5-9(1753) 8-0 (2438) 10-0 (3048) 11-10(3606) 15-6 (4724) 19-1 (5816) 22-6 (6858)
(6731)
80 (2032) ** 5-0(1524) 7-5(2260) 9-6 (2895) 11-6 (3505) 15-3 (4648) 18-10(5740) 22-4 (6807)
(6985)
88 (2235) ** 6-9(2058) 9-0 (2743) 11-1 (3378) 14-11(4546) 18-7 (5664) 22-1 (6731)
(6909)
96 (2438) ** 6-0(1829) 8-5 (2565) 10-8(3251) 14-7 (4445) 18-4 (5588) 21-11(6680)
104 (2642) ** 7-9 (2362) 10-1(3073) 14-2 (4318) 18-0 (5486) 21-8 (6604)
112 (2845) ** 7-0 (2134) 9-6(2895) 13-9 (4191) 17-8 (5385) 21-4 (6503)
120 (3048) ** 8-9(2667) 13-4(4064) 17-3 (5258) 21-1 (6426)
**INTERPOLATION BELOW THE MINIMUM VALUES SHOWN IS NOT ALLOWED.
SEE TABLE 2.7-3 FOR MINIMUM JOIST SPACE FOR DIAGONAL ONLY BRIDGING.
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TABLE 2.7-3
LH AND DLH SERIES JOISTS
HORIZONTAL PLUS DIAGONAL BRIDGING REQUIREMENTS
TABLE 2.7-4
BOLT SIZES WHICH MEET BOLTED BRIDGING CONNECTION REQUIREMENTS
JOIST SERIES SECTION NUMBER* BOLT DIAMETER
K ALL 3/8 A307
LH/DLH 2 12 3/8 A307
LH/DLH 13 17 1/2 A307
DLH 18 20 5/8 A307
DLH 21 22 5/8 A325
DLH 23 25 3/4 A325
*REFER TO LAST DIGIT(S) OF JOIST DESIGNATION
NOTE: WASHERS SHALL BE USED WITH SLOTTED OR OVERSIZED HOLES. BOLTS SHALL
BE TIGHTENED TO A MINIMUM SNUG TIGHT CONDITION.
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2.8 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.
Bottom chord lateral bracing shall be permitted to be furnished to prevent lateral movement of the bottom chord of the
Joist Girder and to prevent the ratio of chord length to chord radius of gyration from exceeding that specified in the Steel
Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption. The lateral bracing shall be that
which is standard with the manufacturer, and shall be sufficient to properly brace the bottom chord of the Joist Girder.
SECTION 3
MATERIALS
3.1 STEEL
The steel used in the manufacture of joists and Joist Girders shall comply with the Steel Joist Institute Standard
Specifications Load Tables & Weight Tables of latest adoption.
3.2 PAINT
(a) Standard Shop Paint - The shop coat of paint, when specified, shall comply with the Steel Joist Institute Standard
Specifications Load Tables & Weight Tables of latest adoption.
(b) Disclaimer - The typical shop applied paint that is used to coat steel joists and Joist Girders is a dip applied, air dried
paint. The paint is intended to be an impermanent and provisional coating which shall 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 shall be permitted to
not be uniform and shall be permitted to include drips, runs, and sags. Compatibility of any coating including fire
protective coatings applied over the 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.
The joist manufacturer shall not be responsible for the condition of the paint if it is not properly protected after delivery.
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
SECTION 4
INSPECTION
Inspections shall be made in accordance with the Steel Joist Institute Standard Specifications Load Tables & Weight
Tables Section 5.12 for K-Series, Section 104.13 for LH- and DLH-Series, and Section 1004.10 for Joist Girders.
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)], including any special design or configuration requirements.
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.
Loads and their locations as defined in Section 6.1.
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.
(a) Unless otherwise specified, the following items shall be included in the estimate, and requirements shall be
determined as outlined in Section 6.1.
Steel Joists.
Joist Girders.
Joist Substitutes.
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.
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
(b) The following items shall not be included in the estimate but shall be permitted to be quoted and identified by the joist
manufacturer as separate items:
Headers for Longspan Steel Joists, LH-Series.
Headers for Deep Longspan Steel Joists, DLH-Series.
Reinforcement in slabs over joists.
Centering material, decking, 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.
Special joist configuration or bridging layouts for ductwork or sprinkler systems.
Shear Studs.
SECTION 6
PLANS AND SPECIFICATIONS
6.1 PLANS FURNISHED BY BUYER
The buyer shall furnish the seller plans and specifications as prepared by the specifying professional showing all
material requirements and steel joist and/or steel Joist Girder designations, the layout of walls, columns, beams, girders
and other supports, as well as floor and roof openings and partitions correctly dimensioned. The elevation of finished
floors, roofs, and bearings shall be shown with due consideration taken for the effects of dead load deflections.
(a) Loads
The specifying professional shall clearly provide all design loads as described in Section 2.3 This includes 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.
(b) Connections
Minimum End Anchorage for simple span gravity loading shall be in accordance with Steel Joist Institute Standard
Specifications; Section 5.6 for K-Series, Section 104.4 for LH- and DLH-Series, and Section 1004.6 for Joist Girders.
The end anchorage of a steel joist or Joist Girder is the connection of the joist or Joist Girder bearing seat to the
support of the joist or Joist Girder.
The adequacy of the end anchorage connection (bolted or welded) between the joist or Joist Girder bearing seat and
the supporting structure is the responsibility of the specifying professional. The contract documents shall clearly
illustrate the end anchorage connection.
When the end anchorage is welded, it is recommended that the specifying professional consider a smaller fillet
weld thickness in conjunction with a longer weld length.
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
The specifying professional is responsible for bridging termination connections. The contract documents shall
clearly illustrate these termination connections.
The joist manufacturer is responsible for the design of the bearing seats of joists or Joist Girders for the loads
designated by the specifying professional in the contract documents.
The seller shall furnish the buyer with steel joist placement plans to show the material as specified on the construction
documents and are to be utilized for field installation in accordance with specific project requirements as stated in Section
6.1. Steel placement plans shall include, at a minimum, the following:
1. Listing of all applicable loads as stated in Section 6.1 and used in the design of the steel joists and Joist Girders
as specified in the construction documents.
2. Profiles for non-standard joist and Joist Girder configurations (standard joist and Joist Girder configurations are as
indicated in the Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption).
3. Connection requirements for:
a) Joist supports
b) Joist Girder supports
c) Field splices
d) Bridging attachments
4. Deflection criteria for live load and total loads for non-SJI standard joists.
5. Size, location, and connections for all bridging
6. Joist headers
All material shall be identified with its mark which also appears on the bill of material. The shop paint shall be as noted on
the joist placement plans. Steel joist placement plans do not require the seal and signature of the joist
manufacturers registered design professional.
6.3 DISCREPANCIES
The specifying professional's bid plans and specifications shall be assumed to be correct in the absence of written
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.
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND 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 their 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 the 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 the buyers representative) either prior to or after approval of
detailed plans, or when any material is required and was not shown on the 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.
6.6 CALCULATIONS
The seller shall design the steel joists and/or steel Joist Girders in accordance with the current Steel Joist Institute
Standard Specifications Load Tables & Weight Tables to support the load requirements of Section 6.1. The specifying
professional may require submission of the steel joist and Joist Girder calculations as prepared by a registered design
professional responsible for the product design. If requested by the specifying professional, the steel joist manufacturer
shall submit design calculations with a cover letter bearing the seal and signature of the joist manufacturers registered
design professional. In addition to standard calculations under this seal and signature, submittal of the following shall be
included:
1. Non-SJI standard bridging details (e.g. for cantilevered conditions, net uplift, etc.)
2. Connection details for:
a) Non-SJI standard connections (e.g. flush framed or framed connections)
b) Field splices
c) Joist headers
SECTION 7
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 Steel Joist Institute Standard
Specifications Load Tables & Weight Tables of latest adoption in the handling and erection of material. To comply with
these requirements, the Steel Joist Institutes Technical Digest 9, Handling and Erection of Steel Joists and Joist
Girders, shall also be followed.
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
When joists cannot be delivered as a single piece, they shall be permitted to be delivered in several pieces therefore
requiring the pieces to be spliced together in the field. The manufacturers instructions SHALL be followed to ensure
matching pieces are joined, proper bolts are used, and any required bolt tensioning is incorporated.
All joists shall be handled by methods which avoid damage to any part of the joist. For long LH-Series joists, DLH-Series
joists, or Joist Girders this may require the use of spreader bars, multiple hoisting cables, or multiple cranes as necessary
to safely handle the joist. Hoisting cables shall be attached at panel points and shall be at panel point locations selected
to minimize erection stresses.
The current OSHA SAFETY STANDARDS FOR STEEL ERECTION, 29 CFR PART 1926, SUBPART R- STEEL
ERECTION, refers to certain joists at or near columns to be designed with sufficient strength to allow one employee to
release the hoisting cable without the need for erection bridging. This STANDARD shall not be interpreted that any
joist at or near a column line is safe to support an employee without bridging installed. Many limitations exist that
prevent these joists from being designed to safely allow an employee on an un-bridged joist. Because of these limitations
these joists shall be erected by incorporating erection methods ensuring joist stability and either:
1) Installing bridging or otherwise stabilizing the joist prior to releasing the hoisting cable, or
2) Releasing the hoisting cable without having a worker on the joist.
A steel joist or Joist Girder shall not be placed on any support structure unless such structure is stabilized. When steel
joists or Joist Girders are landed on a structure, they shall be secured to prevent unintentional displacement prior to
installation.
Steel joist and Joist Girders shall not be used as anchorage points for a fall arrest system unless written directions to do
(1)
so is obtained from a qualified person .
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 Steel Joist Institute Standard
Specifications Load Tables & Weight Tables of latest adoption in the handling and erection of material.
No modification that affects the strength of a steel joist or Joist Girder shall be made without the written approval of the
project engineer of record.
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 due to inaccurate construction work.
*For thorough coverage of this topic, refer to SJI Technical Digest 9, "Handling and Erection of Steel Joists and
Joist Girders."
1)
See Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR
Part 1926 Safety Standards for Steel Erection; Final Rule, 1926.757 Open Web Steel Joists - January 18,
2001,Washington, D.C. for definition of qualified person.
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CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS
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 shall be approved or executed by a qualified official of the seller. Upon such approval the proposal becomes a
contract.
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
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 final judgment upon all questions; both of law and fact, and their findings shall be conclusive.
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GLOSSARY
Accessories. Structural components related to the design, fabrication and erection of joists and Joist
Girders including, but not limited to sloped end bearings, extended ends, ceiling extensions, bridging and
bridging anchors, headers and bottom chord lateral bracing for Joist Girders.
ASD (Allowable Strength Design). Method of proportioning structural components such that the allowable
strength equals or exceeds the required strength of the component under the action of the ASD load
combinations.
ASD Load Combination. Load combination in the applicable building code intended for allowable strength
design (allowable stress design).
Applicable Building Code. Building code under which the structure is designed.
Bay. The distance between the main structural frames or walls of a building.
Bearing. The distance that the bearing shoe or seat of a joist or Joist Girder extends over its masonry,
concrete or steel support.
Bearing Plate. The steel plate used for a joist or Joist Girder to bear on when it is supported by masonry
or concrete supports. The plate is designed by the Specifying Professional to carry the joist reaction to
the supporting structure.
Bottom Chord Extension (BCX). The two angle extended part of a joist bottom chord from the first bottom
chord panel point towards the end of the joist.
Bridging. In general, a member connected to a joist to brace it from lateral movement.See also Diagonal
Bridging and Horizontal Bridging
Buckling. Limit state of sudden change in the geometry of a structure or any of its elements under a
critical loading condition.
Buyer. The entity that has agreed to purchase material from the manufacturer and has also agreed to the
terms of sale.
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Camber. An upward curvature of the chords of a joist or Joist Girder induced during shop fabrication.
Note, this is in addition to the pitch of the top chord.
Ceiling Extension. A bottom chord extension except that only one angle of the joist bottom chord is
extended from the first bottom chord panel point towards the end of the joist.
Chords. The top and bottom members of a joist or Joist Girder. When a chord is comprised of two
angles there is usually a gap between the members.
Clear Span. The actual clear distance or opening between supports for a joist, that is the distance
between walls or the distance between the edges of flanges of beams.
Cold-Formed Steel Structural Member. Shape manufactured by press-braking blanks sheared from
sheets, cut lengths of coils or plates, or by roll forming cold- or hot-rolled coils or sheets; both forming
operations being performed at ambient room temperature, that is, without manifest addition of heat such
as would be required for hot forming.
Collateral Load. All additional dead loads other than the weight of the building, such as sprinklers, pipes,
ceilings, and mechanical or electrical components.
Connection. Combination of structural elements and joints used to transmit forces between two or more
members. See also Splice.
Deck. A floor or roof covering made out of gage metal attached by welding or mechanical means to
joists, beams, purlins, or other structural members and can be galvanized, painted, or unpainted.
Design Load. Applied load determined in accordance with either LRFD load combinations or ASD load
combinations, whichever is applicable.
Diagonal Bridging. Two angles or other structural shapes connected from the top chord of one joist to the
bottom chord of the next joist to form an 'X' shape. These members are almost always connected at their
point of intersection.
Diaphragm. Roof, floor or other membrane or bracing system that transfers in-plane forces to the lateral
force resisting system.
Effective Length. Length of an otherwise identical column with the same strength when analyzed with
pin-ended boundary conditions.
Elastic Analysis. Structural analysis based on the assumption that the structure returns to its original
geometry on removal of the load.
End Diagonal or Web. The first web member on either end of a joist or Joist Girder which begins at the
top chord at the seat and ends at the first bottom chord panel point.
Erector. The entity that is responsible for the safe and proper erection of the materials in accordance
with all applicable codes and regulations.
Extended End. The extended part of a joist top chord with the seat angles also being extended from the
end of the joist extension back into the joist and maintaining the standard end bearing depth over the
entire length of the extension.
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Factored Load. Product of a load factor and the nominal load.
Filler. A rod, plate or angle welded between a two angle web member or between a top or bottom chord
panel to tie them together, usually located at the middle of the member.
Flexural Buckling. Buckling mode in which a compression member deflects laterally without twist or
change in cross-sectional shape.
Flexural-Torsional Buckling. Buckling mode in which a compression member bends and twists
simultaneously without change in cross-sectional shape.
Girt. Horizontal structural member that supports wall panels and is primarily subjected to bending under
horizontal loads, such as wind load.
Gravity Load. Load, such as that produced by dead and live loads, acting in the downward direction.
Header. A structural member located between two joists or between a joist and a wall which carries
another joist or joists. It is usually made up of an angle, channel, or beam with saddle angle connections
on each end for bearing.
Horizontal Bridging. A continuous angle or other structural shape connected to the top and bottom chord
of a joist.
Inelastic Analysis. Structural analysis that takes into account inelastic material behavior, including plastic
analysis.
Instability. Limit state reached in the loading of a structural component, frame or structure in which a
slight disturbance in the loads or geometry produces large displacements.
Joint. Area where two or more ends, surfaces or edges are attached. Categorized by type of fastener or
weld used and the method of force transfer.
Joist. A structural load-carrying member with an open web system which supports floors and roofs
utilizing hot-rolled or cold-formed steel and is designed as a simple span member. Currently, the SJI has
the following joist designations: K-Series including KCS, LH-Series and DLH-Series, and CJ-Series.
Joist Girder. A primary structural load-carrying member with an open web system designed as a simple
span supporting equally spaced concentrated loads of a floor or roof system acting at the panel points of
the member and utilizing hot-rolled or cold-formed steel.
Joist Substitute. A structural member whos intended use is for very short spans (10 feet or less) where
open web steel joists are impractical. They are usually used for short spans in skewed bays, over
corridors or for outriggers. It can be made up of two or four angles to form channel sections or box
sections.
Lateral Buckling. Buckling mode of a flexural member involving deflection normal to the plane of bending.
Lateral-Torsional Buckling. Buckling mode of a flexural member involving deflection normal to the plane
of bending occurring simultaneously with twist about the shear center of the cross section.
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Limit State. Condition in which a structure or component becomes unfit for service and is judged either to
be no longer useful for its intended function (serviceability limit state) or to have reached its ultimate load-
carrying capacity (strength limit state).
Load. Force or other action that results from the weight of building materials, occupants and their
possessions, environmental effects, differential movement, or restrained dimensional changes.
Load Effect. Forces, stresses, and deformations produced in a structural component by the applied
loads.
Load Factor. Factor that accounts for deviations of the nominal load from the actual load, for
uncertainties in the analysis that transforms the load into a load effect, and for the probability that more
than one extreme load will occur simultaneously.
Local Buckling**. Limit state of buckling of a compression element within a cross section.
LRFD (Load and Resistance Factor Design). Method of proportioning structural components such that
the design strength equals or exceeds the required strength of the component under the action of the
LRFD load combinations.
LRFD Load Combination. Load combination in the applicable building code intended for strength design
(Load and Resistance Factor Design).
Nailers. Strips of lumber attached to the top chord of a joist so plywood or other flooring can be nailed
directly to the joist.
Nominal Load. Magnitude of the load specified by the applicable building code.
Nominal Strength*. Strength of a structure or component (without the resistance factor or safety factor
applied) to resist the load effects, as determined in accordance with these Standard Specifications.
Permanent Load. Load in which variations over time are rare or of small magnitude. All other loads are
variable loads.
Placement Plans. Drawings that are prepared depicting the interpretation of the Contract Documents
requirements for the material to be supplied by the Seller. These floor and/or roof plans are approved by
the Specifying Professional, Buyer or Owner for conformance with the design requirements. The Seller
uses the information contained on these drawings for final material design. A unique piece mark number
is typically shown for the individual placement of joists, Joist Girders and accessories along with sections
that describe the end bearing conditions and minimum attachment required so that material is placed in
the proper location in the field.
Ponding. Retention of water at low or irregular areas on a roof due solely to the deflection of flat roof
framing.
Purlin. Horizontal structural member that supports roof deck and is primarily subjected to bending
under vertical loads such as dead, snow or wind loads.
Quality Assurance. System of shop and field activities and controls implemented by the owner or his/her
designated representative to provide confidence to the owner and the building authority that quality
requirements are implemented.
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Quality Control. System of shop and field controls implemented by the seller and erector to ensure that
contract and company fabrication and erection requirements are met.
Required Strength*. Forces, stress, and deformations produced in a structural component, determined by
either structural analysis, for the LRFD or ASD load combinations, as appropriate, or as specified by
these Standard Specifications.
Resistance Factor, . Factor that accounts for unavoidable deviations of thenominal strength from the
actual strength and for the manner and consequences of failure.
Safety Factor, W. Factor that accounts for deviations of the actual strength from thenominal strength,
deviations of the actual load from the nominal load, uncertainties in the analysis that transforms the load
into a load effect and for the manner and consequences of failure.
Seller. A company certified by the Joist Institute engaged in the manufacture and distribution of joists,
Joist Girders and accessories.
Service Load. Load under which serviceability limit states are evaluated.
Serviceability Limit State. Limiting condition affecting the ability of a structure to preserve its
appearance, maintainability, durability, or the comfort of its occupants or function of machinery, under
normal usage.
Slenderness Ratio. The ratio of the effective length of a column to the radius of gyration of the column
about the same axis of bending.
Span. The centerline-to-centerline distance between structural steel supports such as a beam, column
or Joist Girder or the clear span distance plus four inches onto a masonry or concrete wall.
Specified Minimum Yield Stress. Lower limit of yield stress specified for a material as defined by ASTM.
Specifying Professional. The licensed professional who is responsible for sealing the building Contract
Documents, which indicates that he or she has performed or supervised the analysis, design and
document preparation for the structure and has knowledge of the load-carrying structural system.
Splice. Connection between two structural members joined at their ends by either bolting or welding to
form a single, longer member.
Stability. Condition reached in the loading of a structural component, frame or structure in which a slight
disturbance in the loads or geometry does not produce large displacements.
Stabilizer Plate. A steel plate at a column or wall inserted between the end of a bottom chord of a joist or
Joist Girder.
Standard Specifications. Documents developed and maintained by the Steel Joist Institute for the design
and manufacture of open web steel joists and Joist Girders. The term SJI Standard Specifications
encompass by reference the following:
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Strength Limit State. Limiting condition affecting the safety of the structure, in which the ultimate load-
carrying capacity is reached.
Structural Analysis. Determination of load effects on members and connections based on principles of
structural mechanics.
Structural Drawings. The graphic or pictorial portions of the Contract Documents showing the design,
location and dimensions of the work. These documents generally include plans, elevations, sections,
details, connections, all loads, schedules, diagrams and notes.
Tagged End. The end of a joist or Joist Girder where an identification or piece mark is shown by a metal
tag. The member must be erected with this tagged end in the same position as the tagged end noted on
the placement plan.
Tensile Strength (of material). Maximum tensile stress that a material is capable of sustaining as defined
by ASTM.
Top Chord Extension (TCX). The extended part of a joist top chord. This type of extension only has the
two top chord angles extended past the joist seat.
Torsional Buckling. Buckling mode in which a compression member twists about its shear center axis.
Unbraced Length. Distance between braced points of a member, measured between the centers of
gravity of the bracing members.
Webs. The vertical or diagonal members joined at the top and bottom chords of a joist or Joist Girder to
form triangular patterns.
Yield Point. First stress in a material at which an increase in strain occurs without an increase in stress
as defined by ASTM.
Yield Strength. Stress at which a material exhibits a specified limiting deviation from the proportionality of
stress to strain as defined by ASTM.
Yield Stress. Generic term to denote either yield point or yield strength, as appropriate for the material.
NOTES:
* These terms are usually qualified by the type of load effect, e.g., nominal tensile
strength, available compressive strength, design flexural strength.
**Term usually qualified by the type of component, e.g. local web buckling, local
flange buckling, etc.
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OSHA SAFETY STANDARDS
FOR STEEL ERECTION
BAY LENGTH
DEFINITIONS
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1926.751 DEFINITIONS (Selected items only).
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 load-carrying 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.
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(5) A steel joist or steel joist girder shall not be placed on any support structure unless such structure is stabilized.
(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.
(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.
u 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. NEW ITEMS ARE SHOWN IN RED
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u NOTE: TABLE A. ERECTION BRIDGING FOR u NOTE: TABLE A. ERECTION BRIDGING FOR
SHORT SPAN JOISTS (continued) LONG SPAN JOISTS
Joist Span Joist Span
.26K7............................................................................. 430 18LH02...................................................... 330
26K8............................................................................. 440 18LH03...................................................... NM
26K9............................................................................. 450 44-0 18LH04...................................................... NM
26K10........................................................................... 490 18LH05...................................................... NM
26K12........................................................................... NM 18LH06...................................................... NM
28K6............................................................................. 400 18LH07...................................................... NM
28K7............................................................................. 430 18LH08...................................................... NM
28K8............................................................................. 440 18LH09...................................................... NM
28K9............................................................................. 450 20LH02...................................................... 330
28K10........................................................................... 490 20LH03...................................................... 380
28K12........................................................................... 530 20LH04...................................................... NM
30K7............................................................................. 440 20LH05...................................................... NM
30K8............................................................................. 450 20LH06...................................................... NM
30K9............................................................................. 450 20LH07...................................................... NM
30K10........................................................................... 500 20LH08...................................................... NM
30K11........................................................................... 520 20LH09...................................................... NM
30K12........................................................................... 540 20LH10...................................................... NM
10KCS1....................................................................... NM 24LH03...................................................... 350
10KCS2....................................................................... NM 24LH04...................................................... 390
10KCS3....................................................................... NM 24LH05...................................................... 400
12KCS1....................................................................... NM 24LH06...................................................... 450
12KCS2....................................................................... NM 24LH07...................................................... NM
12KCS3....................................................................... NM 24LH08...................................................... NM
14KCS1....................................................................... NM 24LH09...................................................... NM
14KCS2....................................................................... NM 24LH10...................................................... NM
14KCS3....................................................................... NM 24LH11...................................................... NM
16KCS2....................................................................... NM 28LH05...................................................... 420
16KCS3....................................................................... NM 28LH06...................................................... 420 46-0
16KCS4....................................................................... NM 28LH07...................................................... NM 54-0
16KCS5....................................................................... NM 28LH08...................................................... NM 54-0
18KCS2....................................................................... 350 28LH09...................................................... NM
18KCS3....................................................................... NM 28LH10...................................................... NM
18KCS4....................................................................... NM 28LH11...................................................... NM
18KCS5....................................................................... NM 28LH12...................................................... NM
20KCS2....................................................................... 360 28LH13...................................................... NM
20KCS3....................................................................... 390 32LH06...................................................... 470 through
20KCS4....................................................................... NM 600
20KCS5....................................................................... NM 32LH07...................................................... 470 through
22KCS2....................................................................... 360 600
22KCS3....................................................................... 400 32LH08...................................................... 550 through
22KCS4....................................................................... NM 600
22KCS5....................................................................... NM 32LH09............................................................... NM through 600
24KCS2....................................................................... 390 32LH10............................................................... NM through 600
24KCS3....................................................................... 440 32LH11............................................................... NM through 600
24KCS4....................................................................... NM 32LH12............................................................... NM through 600
24KCS5....................................................................... NM 32LH13............................................................... NM through 600
26KCS2....................................................................... 390 32LH14............................................................... NM through 600
26KCS3....................................................................... 440 32LH15............................................................... NM through 600
26KCS4....................................................................... NM 36LH07............................................................... 470 through
26KCS5....................................................................... NM 600
28KCS2....................................................................... 400 36LH08............................................................... 470 through
28KCS3....................................................................... 450 600
28KCS4....................................................................... 530 36LH09............................................................... 570 through
28KCS5....................................................................... 530 600
30KC53 30KCS3..................................................... 450 36LH10............................................................... NM through 600
30KCS4....................................................................... 540 36LH11............................................................... NM through 600
30KCS5....................................................................... 540 36LH12............................................................... NM through 600
NM = diagonal bolted bridging not mandatory 36LH13............................................................... NM through 600
for joists under 40 feet. 36LH14............................................................... NM through 600
36LH15............................................................... NM through 600
40LH08............................................................... 47-0 through 590
40LH09............................................................... 47-0 through 590
44LH09............................................................... 52-0 through 590
NM = diagonal bolted bridging not mandatory
for joists under 40 feet.
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(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.
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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).
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PUBLICATIONS
Vulcraft (Refer to back cover for address and telephone number of division nearest you)
DESIGNING WITH VULCRAFT JOIST, STEEL JOIST GIRDERS AND STEEL DECK, 2nd ed.
James Fisher, Ph.D., P.E., Michael West, P.E., AIA, Juius P. Van de Pas, P.E.
(A 168 page book provided to engineers and architects for help in designing with
steel joists, joist girders and steel deck)
STEEL DECK INSTITUTE - P.O. Box 25, Fox River Grove, IL 60021 Phone: (847) 458-4647 Fax (847) 458-4648
e-mail steve@sdi.org
DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS ANDROOF DECKS - NO. 31
ROOF DECK CONSTRUCTION HANDBOOK - NO. RDCH1
STANDARD SPECIFICATIONS, LOAD TABLES AND WEIGHT TABLES FOR STEEL JOISTS AND JOIST GIRDERS
43RD Edition (2010)
80 YEARS OF OPEN WEB STEEL JOIST CONSTRUCTION (2009)
TECHNICAL DIGEST #3 - Ponding (June 2007)
TECHNICAL DIGEST #5 - Vibration (1988)
TECHNICAL DIGEST #6 - Uplift Loading (June 2003)
TECHNICAL DIGEST #8 - Welding of Open Web Steel Joist (October 2008)
TECHNICAL DIGEST #9 - Handling and Erection (March 2009)
TECHNICAL DIGEST #10 - Design of Fire Resistive Assemblies with Steel Joists (2003)
TECHNICAL DIGEST #11 - Design of Joist - Girder Frames (November 2007)
TECHNICAL DIGEST #12 - Evaluation and Modification of Open Web Joists and Joists Girders (February 2007)
GUIDE FOR SPECIFYING STEEL JOISTS WITH LOAD AND RESISTANCE FACTOR DESIGN (2002)
NEW LRFD GUIDE (2000)
COMPUTER VIBRATION PROGRAM Ver1.2 (Used in Conjunction with Technical Digest #5)
SJI VIDEO - Introduction to Steel Joists
VIDEO - SAFE ERECTION OF OPEN WEB STEEL JOISTS AND JOIST GIRDERS (English & Spanish)
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Manufacturing Locations
ALABAMA INDIANA
7205 Gault Avenue N. 6610 County Road 60
Fort Payne, AL 35967 P.O. Box 1000
P.O. Box 680169 St. Joe, IN 46785
Fort Payne, AL 35968 260-337-1800
256-845-2460 Fax: 260-337-1801
Fax: 256-845-2823
TEXAS UTAH
175 County Road 2345 1875 West Highway 13 South
P.O. Box 186 P.O. Box 637
Grapeland, TX 75844 Brigham City, UT 84302
936-687-4665 435-734-9433
Fax: 936-687-4290 Fax: 435-723-5423