Canam Joist Catalog 4g2m5f

MEP-C1Joist SJI S+S-1110_MEP-C1, C4 Joist SJI-USA 16/11/10 8:57 AM Page 2

Joist Catalog

42nd EDITION SJI SPECIFICATIONS A division of Canam Group

LRFD

ASD

MEP-Cat. Joist SJI#1-0910_MEP-Cat. Joist SJI-USA-04/06 16/11/10 8:33 AM Page 2

TABLE OF CONTENTS PAGE

Pages identified with a red tab or the Canam logo as shown above are Canam’s supplement to the Steel Joist Institute (SJI) 42nd EDITION, STANDARD SPECIFICATIONS, LOAD TABLES & WEIGHT TABLES FOR STEEL JOISTS AND JOIST GIRDERS, meant to advance the easy application of steel joists in North American construction.

Pages identified with the black tab or the SJI logo as shown above are a reproduction of the SJI’s 42nd EDITION, STANDARD SPECIFICATIONS, LOAD TABLES & WEIGHT TABLES FOR STEEL JOISTS AND JOIST GIRDERS, provided in this catalog by Canam.

SUBJECT

6

Canam Corporate Information

8

Detailing with Open Web Steel Joists Combined Bridging Tables Girder and Joist Connections, Bearing, Bridging Details Added , Sloped Seats, Duct Openings Field Bolted Splice

20

Engineering with Open Web Steel Joists Load / Span Design, ASD vs. LRFD Special Loads, End Moments Joists Longer than SJI Special Shapes, OSHA Highlights Floor Vibration, Joist Substitutes Outriggers and Extensions, Headers Pitched Joists, Sloped Joists, Standing Seam Roofs Design Economy

36

Steel Joist Institute History and General Information SJI History, SJI Policy hip Publications Introductions

40

SJI K-Series K-Series Specs: Sections 1 through 6 K-Series Definition of span K-Series Standard LRFD Load Table K-Series Standard ASD Load Table

60

SJI KCS Series K-Series KCS joists Standard LRFD Load Table K-Series KCS joists Standard ASD Load Table

65

SJI LH & DLH Series LH & DLH-Series Specs Sections 100 through 105 LH & DLH Series Standard LRFD Load Table LH & DLH-Series Standard ASD Load Table

87

SJI Joist Girders Joist Girders Specs Sections 1000 to 1006 Joist Girders LRFD Weight Table Joist Girders ASD Weight Table

117

Code of Standard Practice Referenced Specifications, Codes and Standards Code of Standard Practice: Sections 1 through 8 Glossary

132

Appendices A. Joist Substitutes K-Series B. Top Chord Extension / Extended Ends, K-Series C. K-Series Economy Tables D. Fire Resistance Ratings E. OSHA Safety Standards

165

Business Units, Addresses

Canam and Design, Red Dot Design, Murox, and Sun Steel Buildings are ed trademarks of Canam Group Inc. Solutions + Services is a trademark of Canam Group Inc. Hambro is a trademark of Hambro International (Structures) Ltd.

The following documents contained in this catalog have been approved by the American National Standards Institute (ANSI): Standard Specifications for Open Web Steel Joists, K-Series and Load Tables (SJI-K-1.1). Standard Specifications for Longspan Steel Joists, LH-Series and Deep Longspan Steel Joists, DLH-Series and Load Tables (SJI-LH/DLH-1.1). Standard Specifications for Joist Girders (SJI-JG-1.1).

Metric Load Tables are available in a able PDF from www.canam.ws, click on Documentation Center or your local sales office.

3


P-3615CANAM & P-3606 PLANTS COMPOSITE 1

2

4

3

4


CANAM PLANTS 6

5

8 7

9 Vancouver

Issaquah

Calgary

7 Québec

3

Sunnyside

8

10

Saint-Gédéon Moncton

5

10

6

Boucherville Laval Brockville Chittenango

9

Boston

Mississauga

Chicago

Wynnewood

Toledo

1n

Baltimore Point of Rocks

Indianapolis Columbus Lenexa

4

Bealeton

Washington

PLANTS

Atlanta

2

UNITED STATES Jacksonville

1 2 3 4

Point of Rocks, Maryland Jacksonville, Florida Sunnyside, Washington Washington, Missouri

CANADA

Plant Canam Sales Office

5 6 7 8 9 10

Saint-Gédéon (Quebec) Boucherville (Quebec) Calgary (Alberta) Laval (Québec) Mississauga (Ontario) Québec (Quebec)

5


CANAM CORPORATE INFORMATION OUR MISSION To be a profitable company, recognized as a leader in the design and fabrication of building solutions and distinguished by our versatility, the high quality of our products, our continuous innovation, our exceptional customer service and the expertise and dedication of our people.

OUR VALUES Total client satisfaction: Exceptional service Excellent relations with our personnel First quality products: non negotiable Low-cost producer Safe, clean and orderly working environment Good corporate citizen

6


CANAM CORPORATE INFORMATION OUR PLANTS AND PRODUCTS Canam follows strict quality standards. All our welders, inspectors, and quality assurance technicians are certified by the American Welding Society or the Canadian Welding Bureau. We do visual inspections on 100% of the welded ts and perform non-destructive testing if required.

PLANT CERTIFICATIONS SJI Yes

Jacksonville, FL

Yes

Point of Rocks, MD Washington, MO Boucherville, QC Saint-Gédéon, QC Mississauga, ON Calgary, AB

Yes Yes

SSBS, P SSBS

Yes Yes Yes

BS, SSBS, Cbr, P, F

setatS detinU

Plants Sunnyside, WA

AISC

CWB

ISO

adanaC

Yes Yes Yes Yes

UL

ULC

Hambro

Yes

9002 9001:2000

ICC Steel Deck & Plant

FM

SJI:

Steel Deck AISC: CWB: ISO:

Steel Deck & Hambro

Steel Deck

Steel Deck

Steel Deck ULC:

Steel Deck Hambro Steel Deck

UL:

Steel Deck Hambro Steel Deck Steel Deck

Steel Deck Hambro Steel Deck Steel Deck

ICC *: FM: SSBS: BS: P: F:

Steel Joist Institute American Institute of Steel Construction Canadian Welding Bureau International Organization for Standardization Underwriters Laboratories Underwriters Laboratories of Canada International Code Council Factory Mutual Standards for Steel Building Structures Major Steel Bridges Sophisticated Paint Endorsement Fracture Critical Endorsement

* Formerly The International Conference of Building Officials (ICBO).

OPEN WEB STEEL JOISTS Canam has been producing open web steel joists for 40 years and has developed expertise in engineering and fabrication to better serve our customers with quality products. In our search for quality, Canam has introduced a series of small cold formed channels to provide individual web for most steel joists spanning over thirty feet. These straight web allow an easier weld with the chord .

ENGINEERING & DRAFTING Our engineering staff is ready and willing to help you with any technical matters you may have with the use of open web steel joists. We have developed a taste for technically challenging projects. We like to innovate and find what’s best for our customers. Canam has developed enough drafting capacity so that 100% of our drawings are done by Canam employees. Canam is not using sub-contractors to perform any of our technical work. This way, we can ensure quick response time, quality, and consistency to our customers.

PAINT Canam’s standard shop paint is GRAY primer. Other primer colors may be available at some locations. The typical shop applied primer that is used to coat steel joists and joist girders is a dip-applied, air dried paint. The primer is intended to be an impermanent and provisional coating which will protect the steel for only a short period of exposure in ordinary atmospheric conditions. Since most steel joists and joist girders are primed using a standard dip coating, the coating may not be uniform and may include drips, runs, and sags. Compatibility of any coating, including fire protective coatings, applied over standard shop primer shall be the responsibility of the specifier and/or painting contractor. The primer coating may require field touch-up/repair. The joist manufacturer shall not be responsible for the condition of the primer if it is not properly protected after delivery.

7


DETAILING WITH OPEN WEB STEEL JOISTS COMBINED BRIDGING TABLES NUMBER OF ROWS OF BRIDGING** K-SERIESRefer to the K-Series Load Table and Specification Section 6 for required bolted diagonal bridging.

Distances are Joist Span lengths – See “Definition of Span” preceding Load Table. *Section Number

1 Row

2 Rows

#1 #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 #12

Up thru 16’ Up thru 17’ Up thru 18’ Up thru 19’ Up thru 19’ Up thru 19’ Up thru 20’ Up thru 20’ Up thru 20’ Up thru 20’ Up thru 20’ Up thru 20’

Over Over Over Over Over Over Over Over Over Over Over Over

16’ 17’ 18’ 19’ 19’ 19’ 20’ 20’ 20’ 20’ 20’ 20’

thru thru thru thru thru thru thru thru thru thru thru thru

3 Rows 24’ 25’ 28’ 28’ 29’ 29’ 33’ 33’ 33’ 37’ 38’ 39’

Over Over Over Over Over Over Over Over Over Over Over Over

4 Rows

24’ thru 25’ thru 28’ thru 28’ thru 29’ thru 29’ thru 33’ thru 33’ thru 33’ thru 37’ thru 38’ thru 39’ thru

28’ 32’ 38’ 38’ 39’ 39’ 45’ 45’ 46’ 51’ 53’ 53’

Over Over Over Over Over Over Over Over Over Over

38’ 38’ 39’ 39’ 45’ 45’ 46’ 51’ 53’ 53’

5 Rows

thru 40’ thru 48’ thru 50’ thru 51’ thru 58’ thru 58’ thru 59’ thru 60’ thru 60’ thru 60’

Over Over Over Over Over

50’ 51’ 58’ 58’ 59’

thru 52’ thru 56’ thru 60’ thru 60’ thru 60’

** Last digit(s) of joist designation shown in Load Table. ** See Section 5.11 of the K-Series specification for additional bridging required for uplift design For KCS-Series joists, use the tables for K-Series with an equivalent section number, as shown in the chart below:

MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGING **BRIDGING MATERIAL SIZE K-SERIES SECTION NUMBER*

Equal Leg Angles HR = Hot Rolled CF = Cold Formed 1-1/8” CF 1” HR r = .20”

1-3/8” CF 1-1/4” HR r = .25”

1-5/8” CF 1-1/2” HR r = .30”

1-7/8” CF 1-3/4” HR r = .35”

2-1/8” CF 2” HR r = .40”

2-1/2” HR r = .50”

1 thru 9

5’-0”

6’-3”

7’-6”

8’-7”

10’-0”

12’-6”

10

4’-8”

6’-3”

7’-6”

8’-7”

10’-0”

12’-6”

11 and 12

4’-0”

5’-8”

7’-6”

8’-7”

10’-0”

12’-6”

** Refer to last digit(s) of Joist Designation ** Connection to Joist must resist a nominal unfactored 700-pound force.

Certain joists require bolted diagonal bridging for erection stability for spans less than 60 feet. The chart below lists those designations and the minimum spans at which bolted diagonal bridging is required. All joists over 60 feet require erection stability bridging. 12K1 14K1 16K2 16K3 16K4 16K5 18K3 18K4 18K5 18K6 20K3 20K4 20K5 20K6 20K7 20K9

23’ 27’ 29’ 30’ 32’ 32’ 31’ 32’ 33’ 35’ 32’ 34’ 34’ 36’ 39’ 39’

22K4 22K5 22K6 22K7 22K9 24K4 24K5 24K6 24K7 24K8 24K9 26K5 26K6 26K7 26K8 26K9

34’ 35’ 36’ 40’ 40’ 36’ 38’ 39’ 43’ 43’ 44’ 38’ 39’ 43’ 44’ 44’

26K10 28K6 28K7 28K8 28K9 28K10 28K12 30K7 30K8 30K9 30K10 30K11 30K12 18LH02 20LH02 20LH03

49’ 40’ 43’ 44’ 45’ 49’ 53’ 44’ 45’ 45’ 50’ 52’ 54’ 33’ 33’ 38’

24LH03 24LH04 24LH05 24LH06 28LH05 28LH06 28LH07 28LH08 32LH06 32LH07 32LH08 36LH07 36LH08 36LH09 40HL08 40LH09 44LH09

35’ 39’ 40’ 45’ 42’ 46’ 54’ 54’ 47’ 47’ 55’ 47’ 47’ 57’ 47’ 47’ 52’

On Canam’s framing plans, the erection stability bridging lines are identified with the following symbol and notation:

ES

APPROVER / ERECTOR NOTE:

All ERECTION STABILITY bridging lines shall be installed prior to the slackening of hoisting lines.

8

JOIST DESIGNATION

BRIDGING TABLE SECT. NO.

10KCS1 10KCS2 10KCS3 12KCS1 12KCS2 12KCS3 14KCS1 14KCS2 14KCS3 16KCS2 16KCS3 16KCS4 16KCS5 18KCS2 18KCS3 18KCS4 18KCS5 20KCS2 20KCS3 20KCS4 20KCS5 22KCS2 22KCS3 22KCS4 22KCS5 24KCS2 24KCS3 24KCS4 24KCS5 26KCS2 26KCS3 26KCS4 26KCS5 28KCS2 28KCS3 28KCS4 28KCS5 30KCS3 30KCS4 30KCS5

1 1 1 3 5 5 4 6 6 6 9 9 9 6 9 10 10 6 9 10 10 6 9 11 11 6 9 12 12 6 9 12 12 6 9 12 12 9 12 12


DETAILING WITH OPEN WEB STEEL JOISTS COMBINED BRIDGING TABLES LH-DLH *SECTION NUMBER

Consult Canam for depths or spacings not covered in the charts, or for bridging row requirements for special joists.

MAX. SPACING OF LINES OF BRIDGING

NOMINAL HORIZONTAL BRACING FORCE **

11’-0” 12’-0” 13’-0” 14’-0” 16’-0” 16’-0” 21’-0” 21’-0” 26’-0”

400 500 650 800 1000 1200 1600 1800 2000

lbs

K, LH & DLH SERIES JOISTS, SPECIAL JOISTS MAXIMUM JOIST SPACING FOR DIAGONAL BRIDGING

02,03,04 05,06 07,08 09,10 11,12 13,14 15,16 17 18,19

BRIDGING ANGLE SIZE - (Equal Leg Angles) HR = Hot Rolled CF = Cold Formed JOIST DEPTH

1-1/8” CF 1” HR r = .20”

1-3/8” CF 1-1/4” HR r = .25”

1-5/8” CF 1-1/2” HR r = .30”

1-7/8” CF 1-3/4” HR r = .35”

6’-6” 6’-6” 6’-6” 6’-6” 6’-5” 6’-4” 6’-4” 6’-3” 6’-2” 6’-2” 6’-1” 5’-11” 5’-9” 5’-6” 5’-4” 5’-0” 4’-9” 4’-4” 4’-0”

8’-3” 8’-3” 8’-2” 8’-2” 8’-2” 8’-1” 8’-1” 8’-0” 8’-0” 7’-11” 7’-10” 7’-9” 7’-7” 7’-5” 7’-3” 7’-1” 6’-10” 6’-8” 6’-4” 6’-1” 5’-9” 5’-5” 5’-0” 4’-6”

9’-11” 9’-11” 9’-10” 9’-10” 9’-10” 9’-10” 9’-9” 9’-9” 9’-8” 9’-8” 9’-7” 9’-6” 9’-5” 9’-3” 9’-2” 9’-0” 8’-10” 8’-7” 8’-5” 8’-2” 8’-0” 7’-8” 7’-5” 7’-1” 6’-9” 6’-0” 5’-3” 4’-4”

11’-7” 11’-7” 11’-6” 11’-6” 11’-6” 11’-6” 11’-5” 11’-5” 11’-5” 11’-4” 11’-4” 11’-3” 11’-2” 11’-0” 10’-11” 10’-9” 10’-8” 10’-6” 10’-4” 10’-2” 10’-0” 9’-9” 9’-6” 9’-4” 9’-0” 8’-5” 7’-11” 7’-5” 6’-9” 6’-0”

12 14 16 18 20 22 24 26 28 30 32 36 40 44 48 52 56 60 64 68 72 76 80 84 88 96 102 108 114 120

SECTION NUMBER*

2-1/8” CF 2” HR r = .40”

13’-3” 13’-2” 13’-2” 13’-2” 13’-1” 13’-1” 13’-1” 13’-0” 12’-11” 12’-10” 12’-9” 12’-8” 12’-7” 12’-5” 12’-4” 12’-2” 12’-0” 11’-10” 11’-8” 11’-6” 11’-4” 11’-1” 10’-8” 10’-3” 9’-10” 9’-4” 8’-9”

2-1/2” HR r = .50”

Number of lines of bridging is based on joist clear span dimensions. *Last two digits of joist designation shown in load table ** Nominal bracing force is unfactored.

16’-0” 15’-10” 15’-9” 15’-8” 15’-6” 15’-5” 15’-3” 15’-1” 14’-11” 14’-7” 14’-4” 14’-0” 13’-8” 13’-4”

SERIES

BRIDGING BOLT SIZES SECTION NUMBER

K LH/DLH LH/DLH

ALL 2 - 12 13 - 17

DLH

18 & 19

MINIMUM BOLT SIZE 3/8” A307 3/8” A307 1/2”A307 or 3/8” A325 5/8” A307 or 1/2”A325

Michael’s Distribution Center, Centralia, WA

LH SERIES JOISTS MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGING SPANS OVER 60’ REQUIRE BOLTED DIAGONAL BRIDGING **BRIDGING ANGLE SIZE - (Equal Leg Angle) HR = Hot Rolled CF = Cold Formed 1-1/8” CF 1-3/8” CF 1-5/8” CF 1-7/8” CF 2-1/8” CF 1” HR 1-1/4” HR 1-1/2” HR 1-3/4” HR 2” HR 2-1/2” HR r = .20” r = .25” r = .30” r = .35” r = .40” r = .50”

02, 03, 04

4’-7”

6’-3”

7’-6”

8’-9”

10’-0”

12’-4”

05 - 06

4’-1”

5’-9”

7’-6”

8’-9”

10’-0”

12’-4”

07 - 08

3’-9”

5’-1”

6’-8”

8’-6”

10’-0”

12’-4”

09 - 10

4’-6”

6’-0”

7’-8”

10’-0”

12’-4”

11 - 12

4’-1”

5’-5”

6’-10”

8’-11”

12’-4”

13 - 14

3’-9”

4’-11”

6’-3”

8’-2”

12’-4”

15 - 16

4’-3”

5’-5”

7’-1”

11’-0”

17

4’-0”

5’-1”

6’-8”

10’-5”

** Refer to last two digits of Joist Designation. ** Connection to joist must resist force listed in Table 104.5.1 of the LH-Series specification.

9


DETAILING WITH OPEN WEB STEEL JOISTS GIRDER AND JOIST CONNECTIONS 3/4” ø BOLTS 5” GAGE

3”

1-1/2”

7-1/2”

3/4” ø BOLTS 5” GAGE

5” GAGE

7-1/2”

6”

7-1/2”

3”

1”

1/2”

1”

1”

STABILIZER PLATE

GIRDER CONNECTION

3/4” ø BOLTS

2”

STABILIZER PLATE

STABILIZER PLATE

A

BOLTS NOT BY CANAM

GIRDER CONNECTION

B

BOLTS NOT BY CANAM

GIRDER CONNECTION

3/4” ø BOLTS 4” GA, @ “LH” & “DLH” *

2-1/2” 3/4” ø BOLTS

3”

HALF STD GA

5” GAGE

C

BOLTS NOT BY CANAM

3/4” ø BOLTS 4” GA, @ “LH” & “DLH” *

1/2” ø BOLTS 3-1/2” GA, @ “K”

1/2” ø BOLTS 3-1/2” GA, @ “K” 2-1/2” @ “K” 5” @ “LH” & “DLH” *

7-1/2” 2-1/2” @ “K” 5” @ “LH” & “DLH” *

6”

4” @ “K” 6” @ “LH” & “DLH” *

1”

1”

STABILIZER PLATE

STABILIZER PLATE

GIRDER CONNECTION

D

JOIST CONNECTION

E

BOLTS NOT BY CANAM

BOLTS NOT BY CANAM

3/4” ø BOLTS 4” GA, @ “LH” & “DLH” * 1/2” ø BOLTS 3-1/2” GA, @ “K”

2”

2-1/2 ”

2-1/2” @ “K” 5” @ “LH” & “DLH” *

2-1/2” @ “K” 5” @ “LH” & “DLH” * 3”


2-1/2” @ “K” 5” @ “LH” & “DLH” *

1/2”

4” @ “K” 6” @ “LH” &

1”

F

BOLTS NOT BY CANAM


1-1/2”

JOIST CONNECTION

1” STABILIZER PLATE

STABILIZER PLATE

“DLH” *

1” STABILIZER PLATE

JOIST CONNECTION BOLTS NOT BY CANAM

H

JOIST CONNECTION

K

BOLTS NOT BY CANAM

* = DLH18 and DLH19 will have girder standards.

10

JOIST CONNECTION BOLTS NOT BY CANAM

L


DETAILING WITH OPEN WEB STEEL JOISTS GIRDER AND JOIST BEARING

BEARING SEAT DEPTHS

Listed above and within the SJI Specification are minimum end anchorage welds. However, for joists subjected to net wind uplift forces, thicker and/or longer welds may be required to properly anchor the joist for the net wind uplift loading case. While SJI assigns responsibility for the end anchorage connection to the specifying professional, the behavior of the joist bearing seat is a complex function of both the connection weld and the construction of the joist bearing seat. Of particular concern is the transfer of the joist net uplift end reaction from the joist centerline to the tips or toes of the joist bearing seat where the weld is applied. A short weld of only one inch long, the minimum for K-series joists, will not allow the full length of the joist bearing seat to be engaged in this transfer, and hence, the uplift capacity of the seat is limited to less than the weld capacity. Canam suggests that contract drawings show a minimum K-Series end anchorage of two 5/32” x 1-1/2” welds, to provide a reasonable minimum capacity for net uplift. High wind loads, and/or large tributary areas, may require even thicker or longer welds, and the chart below lists the permissible end reaction of the ASD and LRFD net wind uplift load combinations, respectively, for various weld combinations. Weld (fillet, each side) 1/8” x 1” 5/32” x 1-1/2” 5/32” x 2” 5/32” x 2-1/2”

Reactions (kips) ASD LRFD 1.5 2.6 3.1 3.7

2.3 4.0 4.7 5.5

Where a joist seat has been detailed for a bolted connection, and for any reason the bolt is not utilized, the empty slot in the bearing seat leg severely diminishes uplift capacity. In such a condition, if a weld and no bolt is to be used on a slotted bearing seat, then the weld should be applied within the empty slot.

REALITY: It can be advantageous to increase the bearing seat depth for K-Series joists and to decrease the bearing seat depth for LH-Series joists that are not too large. Canam suggests the use of a 3-1/2” each bearing seat for both K-Series joists, and LH-Series joists for nominal end reactions of up to 10 kips and bay lengths of up to 60 feet, for the following reasons: • Many heavily loaded K-Series joists, as well as KCS4 and KCS5 joists, utilize 2-1/2” top chord angles, making it difficult to construct a 2-1/2” deep seat. • Once roof slopes start to exceed 1/4” to 12”, they can be difficult to accommodate with 2-1/2” deep seats. And many roofs with a theoretical slope of 1/4” to 12” in fact end up with a conditions where the joist slope exceeds 1/4” to 12”. • The required top chord extension length and capacity may be difficult to obtain at 2-1/2” deep, particularly if the joist is sloped at all. • The standard clearance to the joist end web member is larger at 3-1/2” than 2-1/2” deep, and so larger beam and joist girder widths can be accommodated as shown, without extended seats and piecemark variations. 3 1/2’’

END ANCHORAGE FOR UPLIFT

MYTH: Variations from the standard bearing seat depth of 2-1/2” for K-Series and 5” for LH-Series joists are not cost effective.

• The joist end reaction can be delivered closer to the end of a 3-1/2” deep seat than a 2-1/2” deep seat. This allows the possibility of a special condition as shown, where the joist bearing plate on a load bearing wall can be centered as shown, and the joist end web member will clear the edge of the wall. 3 1/2’’

See page 10 for standard girder and joist connections at columns. Joists not falling directly at a column line have to be welded and/or bolted depending on conditions. As per OSHA, any joists in bays over 40’ and bearing on steel framing have to be bolted unless the joists are assembled on the ground into s and then set in place. Minimum welds are two 1/8” x 1” long fillet welds for K-Series and two 1/4” x 2” long fillet welds for LH and DLH-Series. K-Series joists shall bear at least 2 1/2” on steel and 4” on masonry while LH, DLH, and girder shall bear a minimum of 4” on steel and 6” on masonry.

1 1/2’’ MAX

• In high seismic regions, where a “strut” may be utilized to transfer seismic axial forces to the base of the joist seat, 3-1/2” provides more detailing options than 2-1/2” deep seats, while reducing the eccentricity of a 5” deep seat. • For nominal end reactions of up to 10 kips and bays of up to 60 feet, both K-Series and LH-Series joist designations can be readily combined with a seat depth of 3-1/2 inches. • A seat depth of 3-1/2” reduces headroom by only 1” when compared to 2-1/2” deep seats, and increases headroom by 1-1/2” when compared to 5” deep seats.

11


DETAILING WITH OPEN WEB STEEL JOISTS KNEE BRACE DETAIL

BRIDGING CONTINUITY Horizontal bridging shall not be discontinuous. Proper anchorage is required to the structural frame, a wall, or a diagonally braced joist space, at each end of each horizontal bridging row. Where horizontal bridging in one joist space must be cut in the field, add X-bridging on each side of the cut bridging opening, as shown:

1/4” 1/4” 1/8” 1/8”

1” 1”

2” “LH” SERIES 2” TYP. MIN. “K” SERIES TYP. MIN.

MIN 1/8” 2”

KNEE BRACE ONLY IF REQUIRED BY DESIGN SEE PLAN FOR LOCATIONS

UPLIFT BRIDGING Where uplift is a design consideration, the NET uplift value shall be provided on the contract drawings. Additional lines of bridging will be required at the first bottom chord points as shown.

UPLIFT BRIDGING: 1 ROW OF HORIZONTAL BRIDGING @ FIRST BOTTOM CHORD POINT ON EACH END OF JOIST AS SHOWN. TYPICAL ALL JOISTS, ALL BAYS, IN ADDITION TO STANDARD BRIDGING SHOWN ON PLAN.

FIRST BOTTOM CHORD POINT

BRIDGING PLACEMENT Top and bottom chord bridging lines need not be aligned vertically. Many factors influence the placement of bridging lines, including; clearance for sprinkler lines and heads, bridging and bridging clip interference with points, and lateral of the bottom chord for wind uplift design. Certain Canam projects and drawings will include special diagrams for the placement of the bridging lines like the example shown here.

4 EQUAL SPA @ TC

1st BC POINT

12

4 EQUAL SPA @ BC

1st BC POINT


ACCESSORIES AND DETAILS ADDED CL OF POINT CL OF POINT LOAD

FIELD INSTALLED MEMBER BRACE, EACH SIDE NOT BY JOIST MANUFACTURER.

AS SPECIFIED EACH END (TYP.)

CL OF POINT CL OF POINT LOAD

TYPICAL JOIST REINFORCEMENT AT CONCENTRATED LOADS

MAY VARY BY MANUFACTURER

CEILING EXTENSION

Standard joists, including KCS-Series, are not designed for localized bending from point loads. Concentrated loads must be applied at joist points or field strut must be utilized as shown. Joist manufacturers can provide a specially designed joist with the capability to take point loads without the added if this requirement and the exact location and magnitude of the loads are clearly 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 point, or at any point with the local bending effects considered.

BOTTOM CHORD EXTENSION

BAY LENGTH ADDITIONAL ROW OF X–BRIDGING, BRIDGING NEAR

USE STANDARD SJI CRITERIA FOR BEARING

SQUARE ENDED, BOTTOM BEARING Whenever joists are bottom chord bearing, diagonal bridging should be installed from joist to joist at or near the bearing location to provide additional lateral erection stability. Note: Joist configuration and member sizes may vary.

ADDITIONAL ROW OF X–BRIDGING, BRIDGING NEAR

FULL DEPTH CANTILEVERED END ADDITIONAL ROW OF BRIDGING AT END

USE STANDARD SJI CRITERIA FOR BEARING

CANTILEVERED, BOTTOM BEARING, SQUARE END The weight of walls, signage, fascia, etc. ed at the end of a cantilever square end must be shown on the contract drawings to be properly considered in the joist design. Note: Joist configuration and member sizes may vary.

13


ACCESSORIES AND DETAILS K-SERIES BRIDGING DETAILS EXPANSION BOLTS BY OTHERS, U.O.N. WELD

HORIZONTAL BRIDGING BRIDGING ANCHORS BY OTHERS, U.O.N. WELD FIELD WELDED

HORIZONTAL BRIDGING SEE SJI SPECIFICATIONS NOTE: DO NOT WELD BRIDGING TO JOIST WEB . DO NOT HANG ANY MECHANICAL, ELECTRICAL, ETC. FROM BRIDGING. EXPANSION BOLTS BY OTHERS BRIDGING ANCHORS BY OTHERS, U.O.N. BOLT (TYP.)

FIELD WELD ALL CONNECTIONS

WELDED CROSS BRIDGING SEE SJI SPECIFICATIONS

BOLTED CROSS BRIDGING SEE SJI SPECIFICATIONS

HORIZONTAL BRIDGING SHALL BE USED IN SPACE ADJACENT TO THE WALL TO ALLOW FOR PROPER DEFLECTION OF THE JOIST NEAREST THE WALL.

(a) HORIZONTAL BRIDGING UNITS SHALL BE USED IN THE SPACE ADJACENT TO THE WALL TO ALLOW FOR PROPER DEFLECTION OF THE JOIST NEAREST THE WALL.

HORIZONTAL BRIDGING CUT TO FIT IN FIELD LAP TO BE 2" MIN. USE ALL DROPS.

2"

1/8

1/8

FIELD WELD SEE SPEC 5.4

1/8


1/8



2"

14

(b) FOR REQUIRED BOLT SIZE REFER TO BRIDGING TABLE. NOTE: CLIP CONFIGURATION MAY VARY FROM THAT SHOWN.


ACCESSORIES AND DETAILS LH- AND DLH-SERIES BRIDGING DETAILS EXPANSION BOLTS BY OTHERS BRIDGING ANCHORS BY OTHERS, U.O.N.

FIELD WELD ALL CONNECTIONS FIELD WELDED

HORIZONTAL BRIDGING SEE SJI SPECIFICATIONS NOTE: DO NOT WELD BRIDGING TO WEB . DO NOT HANG ANY MECHANICAL, ELECTRICAL, ETC. FROM BRIDGING. EXPANSION BOLTS BY OTHERS BRIDGING ANCHORS BY OTHERS, U.O.N. BOLT (TYP.)

FIELD WELD ALL CONNECTIONS

WELDED CROSS BRIDGING SEE SJI SPECIFICATIONS HORIZONTAL BRIDGING SHALL BE USED IN SPACE ADJACENT TO THE WALL TO ALLOW FOR PROPER DEFLECTION OF THE JOIST NEAREST THE WALL.

BOLTED CROSS BRIDGING SEE SJI SPECIFICATIONS (a) HORIZONTAL BRIDGING UNITS SHALL BE USED IN THE SPACE ADJACENT TO THE WALL TO ALLOW FOR PROPER DEFLECTION OF THE JOIST NEAREST THE WALL. (b) FOR REQUIRED BOLT SIZE REFER TO BRIDGING TABLE. NOTE: CLIP CONFIGURATION MAY VARY FROM THAT SHOWN.

HORIZONTAL BRIDGING CUT TO FIT IN FIELD LAP TO BE 2" MIN. USE ALL DROPS. 2"

1/8

1/8


1/8



2" 1/8


15


ACCESSORIES AND DETAILS SLOPED SEAT REQUIREMENTS FOR SLOPES 3/8: 12 AND GREATER K-SERIES OPEN WEB STEEL JOISTS

HIGH END

LOW END NO TCX

NO END OF SEAT TCX

END OF SEAT 12" SLOPE

SLOPE RATE

12" SLOPE θ

2 1/2" MIN. 4" STD. WITH TCX E.O.B.

2 1/2"

A


WITH TCX SLOPE θ

3"

4" STD. E.O.B.: EDGE OF BEARING

B

SEE CHART d

3/8: 12 1/2: 12 1: 12 4" STD. C 1 1/2: 12 2: 12 END OF SEAT 2 1/2: 12 12" 3: 12 2 1/2" 3 1/2: 12 SEE 4: 12 CHART d 4 1/2: 12 5: 12 6: 12 & 4" STD. OVER D

HIGH END SEAT DEPTH d (MIN.) 3" 3" 3 1/2" 3 1/2" 4" 4" 4" 4 1/2" 4 1/2" 4 1/2" 5" SEE BELOW

NOTES: (1) Depths shown are the minimums required for manufacturing of sloped bearing seats. Depths may vary depending on actual bearing conditions. (2) d = 1/2 + 2.5 / cos θ + 4 tan θ (3) Clearance must be checked at outer edge of as shown in Detail B. Increase bearing depth as required to permit age of 2 1/2" deep extension. (4) If extension depth greater than 2 1/2" is required (see Details B and D) increase bearing depths accordingly. (5) If slope is 1/4: 12 or less, sloped seats are not required.

16


ACCESSORIES AND DETAILS SLOPED SEAT REQUIREMENTS FOR SLOPES 3/8: 12 AND GREATER LH- AND DLH-SERIES STEEL JOISTS

HIGH END

LOW END NO TCX

NO TCX


END OF SEAT

SLOPE RATE

12" SLOPE θ

5" MIN.

WITH TCX E.O.B.

5"

SEE CHART d

3/8: 12 1/2: 12 1: 12 6" 6" A C 1 1/2: 12 STD. STD. END OF END OF SEAT WITH 2: 12 TCX SEAT 12" 2 1/2: 12 12" SLOPE 3: 12 SLOPE 5" 3 1/2: 12 SEE 4: 12 θ CHART d 5 1/2" 4 1/2: 12 5: 12 6" 6: 12 & 6" STD. STD. OVER

E.O.B.: EDGE OF BEARING

B

D

HIGH END SEAT DEPTH d (MIN.) 5 1/2" 6" 6" 6 1/2" 6 1/2" 7" 7" 7 1/2" 8" 8" 8 1/2" SEE BELOW

Notes: (1) Depths shown are the minimums required for manufacturing of sloped bearing seats. (2) d = 1/2 + 5 / cos θ + 6 tan θ (3) Clearance must checked at outer edge of as shown in Detail B. Increase bearing depth as required to permit age of 5" deep extension. (4) If extension depth greater than 5" is required (see Details B and D) increase bearing depths accordingly. (5) Add 2 1/2" to seat depth at 18 and 19 chord section numbers. Consult manufacturer for information when TCX’s are present.

17


ACCESSORIES AND DETAILS APPROXIMATE DUCT OPENING SIZES JOIST DEPTH

ROUND

SQUARE

RECTANGLE

8 INCHES

5 INCHES

4x4 INCHES

3x6 INCHES

10 INCHES

5 INCHES

4x4 INCHES

3x7 INCHES

12 INCHES

7 INCHES

5x5 INCHES

3x8 INCHES

14 INCHES

8 INCHES

6x6 INCHES

5x9 INCHES

16 INCHES

8 INCHES

6x6 INCHES

5x9 INCHES

18 INCHES

9 INCHES

7x7 INCHES

5x9 INCHES

20 INCHES

10 INCHES

8x8 INCHES

6x11 INCHES

22 INCHES

10 INCHES

9x9 INCHES

7x11 INCHES

24 INCHES

12 INCHES

10x10 INCHES

7x13 INCHES

26 INCHES

15 INCHES*

12x12 INCHES*

9x18 INCHES*

28 INCHES

16 INCHES*

13x13 INCHES*

9x18 INCHES*

30 INCHES

17 INCHES*

14x14 INCHES*

10x18 INCHES*

SPECIFYING PROFESSIONAL MUST INDICATE ON STRUCTURAL DRAWINGS SIZE AND LOCATION OF ANY DUCT THAT IS TO THRU JOIST. THIS DOES NOT INCLUDE ANY FIREPROOFING ATTACHED TO JOIST. FOR DEEPER LH- AND DLHSERIES JOISTS, CONSULT MANUFACTURER. * FOR ROD WEB CONFIGURATION THESE WILL BE REDUCED, CONSULT MANUFACTURER.

18


DETAILING WITH OPEN WEB STEEL JOISTS DUCT OPENINGS

FIELD BOLTED SPLICE

Open web steel joists allow the age of pipes, conduits, and ducts through the joist. The specifier shall clearly show the size and exact location of ducts which have a fixed location and cannot be field located around the joist webs. To maximize the duct openings in a joist girder, the joist girder can be specified as a “VG” type. By aligning the vertical web of the girder with the joists it s, the duct opening in the girder, between the joists, is maximized. “VG” GIRDER

DUCT

The chart on the preceding page provides conservative limits for duct opening sizes. For slightly larger openings, please consult Canam. It is likely the accommodation can be made with conventional joist geometry. For joists deeper than the charted depths, it is likely that the joist can accommodate a round duct with a diameter of up to 55% of the joist depth. When duct-opening dimensions exceed the limits of a conventional joist geometry, some web must be removed. The shear forces are then transferred to the adjacent web through the top and bottom chords. The chords will need to be reinforced; this will limit the maximum height of the free opening as well. The maximum opening height should be limited to the joist depth minus 8” (200 mm). If the opening height cannot be limited to this value, Canam. Because the shear forces carried by the web increase along the joist toward the bearing, the location of the duct opening is more critical near the bearings where more shear forces must be transferred through the top and bottom chords. For this reason, the ductopening center must be located away from a bearing by a distance of at least 2.5 times the joist depth. The best location (for economical reasons) is at the mid span of the joist.

Field bolted splices can be provided on any joist type when required for shipment or due to site constraints, such as a retrofit use. Note that spliced joists are normally fabricated as one complete piece in Canam’s shops, and are then separated for shipment. In assembling the joist, the erector must “match mates.” The joist mates will be marked “1L” and “1R” or “2L” and “2R” and so on in addition to regular joist piece marks. Two dissimilar mates will not fit together properly. The metal tag for the left half of the spliced joists will be placed near the bearing end, and this end must be placed to match the tagged end on the framing plan. The metal tag for the right half is placed on the left end of this half, near the splice. SPLICE

JOIST TOP CHORD SPLICE CONNECTION

1”

JOIST BOTTOM CHORD SPLICE CONNECTION NOTE: QUANTITY AND ARRANGEMENT OF BOLTS AND PLATES MAY VARY. ALL BOLTS ARE TO BE HIGH STRENGTH. (A325 OR A490)

TYP. SPLICE DETAIL

Location must be greater than 2.5 x H

4” min.

4” min.

19


ENGINEERING WITH OPEN WEB STEEL JOISTS LOAD / SPAN DESIGN As an alternate to a standard joist designation in the load tables, Canam can design and manufacture a special “load/span” joist for the exact uniform load requirements. A load/span joist should be designated as follows: ddKSPtl/ll ie. 24KSP300/175 dd = depth in inches tl = total load in plf ll = live load in plf Live load deflection will be governed by L/360 for floors or L/240 for roof unless noted otherwise on the contract drawings. A load/span joist can be used for either K, LH or DLH-Series.

COMPOSITE FLOOR JOISTS Canam manufactures composite steel joists for use on concrete floors with shear studs welded through metal deck. The Steel Joist Institute has written a separate specification for composite steel joists, which will be known as the CJ-Series. A full catalog for composite steel joists is being published by the Steel Joist Institute in 2007.

SPECIAL LOADS PT. LD.

ASD vs. LRFD

PT. LD.

LIVE LOAD= DEAD LOAD=

With the 42nd Edition Steel Joist Institute Specifications, the specifying professional now has the option of utilizing joists and joist girders with either the ASD (Allowable Strength Design) or LRFD (Load and Resistance Factor Design) methods. The structural contract drawings should clearly indicate the design method being used so that Canam can design the joists and joist girders accordingly. Canam’s framing plans and bills of material include a “check box” to indicate whether the project is ASD or LRFD. If the design method is not clear from the structural drawings, then Canam will request this information on the approval submittal. The use of ASD or LRFD for the joist and joist girder design should be consistent with the design method being employed for the structure’s other structural steel components. When the LRFD method is being used, it is requested that the specifying professional, and the contract drawings, provide factored loads. The reason for this is that for certain loads, the proportion of dead and live load may not be known, or may be a matter of judgment. Also, this is a safer, more conservative approach in the event of any confusion regarding the load factoring. For LRFD joist girders, the letter “F” should be used rather than “K” at the end of the designation as an indication that the kip loading has already been factored. For example, an ASD designation would be 36G7N12K while an LRFD designation would be 36G7N18F. Note that where live loads are provided solely for purposes of a live load deflection check, these loads should not be factored. For any LRFD project, the structural contract drawings need to provide a clear indication of what loads have or have not been factored. For further discussion on this topic, and suggestions for the presentation of complex loading cases, please visit Canam’s website at www.canam.ws/asdlrfd.

20

PT. LD.

Canam’s design programs allow for the consideration of numerous special loading conditions. Where special loads, such as snow drifting or equipment loads, will be placed on a joist, the loading information can best be conveyed by using a load diagram such as the sample shown here. It is important for the load diagram to clearly indicate which point loads are applied at the joist top chord, and which are suspended from the bottom chord. And it is important to clearly locate mechanical loads to avoid delays in joist fabrication. Unless specifically instructed otherwise, it is assumed that field added strut angles will be utilized as described on page 13. Canam has two design capabilities which can be used to help accommodate variable loading conditions. First, a joist or girder can be designed with multiple loading cases. Each element of the joist or girder is then sized to handle the worst forces generated by any one of the loading conditions. For example, a joist may have a case one which has a uniform snow load and will create the controlling bending moment. Case two might have a snow drift together with a reduced uniform snow load, which may be a more severe condition for shear. A second capability is the ability to design for a traveling load. For each element of the joist or girder, the forces are determined for the most critical location of the load along the joist length. Traveling loads can be specified as being at any point along the top or bottom chord, or at ANY point along the top or bottom chord. By specifying a traveling load to be applied at ANY point, miscellaneous loads within the specified limit can be applied at any time during the life of the structure without the need for reinforcement or field added .


ENGINEERING WITH OPEN WEB STEEL JOISTS END MOMENTS AND AXIAL LOADS Tie joists (joists at column lines) or joist girders can be successfully used as part of a moment frame in the structure. The frame analysis shall be performed by the specifier, and the resultant wind/seismic and continuity moments shall be shown on the contract drawings. For purposes of the frame analysis, the moment of inertia of a joist or joist girder can be approximated by the formulas on pages 51, 55, 77, 80, 83, 85 and 39 respectively, in this catalog. Detail A shows the suggested method of presenting the moment values, as well as the directions in which they will be applied.

M

WL

M

M

LL

LL

M

WL

DETAIL A

Canam will presume that all continuity moments are induced by the live load, and unless otherwise instructed by the specifier, will presume that no dead load moment is present. It is Canam’s standard practice to instruct the joist erector to complete the connection of the bottom chords to the columns only after all dead loads are applied. Thus, the joist will act only as a simply ed truss for the dead load case. Where end moments have been specified, Canam will first design the joist or joist girder as a simply ed member with the full gravity loads applied. This ensures adequate strength during construction before the end moment connection is completed, and also provides additional redundancy to the structure in the event that the moment connection is not successfully completed in the field. Canam will then apply all the appropriate combinations of the wind/seismic and continuity moments as separate loading cases. Each chord and web member in the joist or joist girder will be designed for the worst condition of either the simple span or end moment cases. Joists and joist girder chords can be uitlized as drag struts or collector elements where an axial force, in kips, is shown on the contract drawings. The axial force should be identified as being from the wind or seismic loads, and particular attention should be given to the load forces and factors for seismic loads.

DETAIL B

In addition to providing the end moment or axial load values on the contract drawings, the specifier must give due consideration to the connections in order to properly develop the end moments. At the joist or girder bottom chord, the connection can be made simply by welding the bottom chord directly to the column stabilizer plate (see Detail B). The typical gap provided between the bottom chord angles is one inch. As shown in Detail C, at the top chord considerable eccentricity will develop if the connection is made at the base of the bearing seat on a typical underslung end. A moment plate shall be used to allow direct transfer from the top chord to the column or abutting joist, similar to Details D and E. The specifier shall show the size of the plate and the required welds on the contract drawings. These moment plates are not included in Canam’s bid, unless specified otherwise. The details and discussion of this page are for typical “rigid” moment connections. Special attention and details are required if a partially restrained moment connection is desired---please consult Canam.

P

e

M=Pxe

DETAIL C

MOMENT PL TYP. (NOT BY CANAM)

DETAIL D

DETAIL E

21


ENGINEERING WITH OPEN WEB STEEL JOISTS

BRING ON THE TOUGH STUFF! Canam has fabrication and design expertise for long spans and unique roof profiles, as outlined on the next three pages, and welcomes the chance to work on challenging projects.

North Naples Community Center, Naples, FL

Medomack Valley MS, Waldeboro, ME

Great Wolf Lodge, Cincinnati, OH

JOISTS LONGER THAN SJI Canam has the capability to build joists, trusses, and joist girders with spans and depths beyond the limits of the Load Tables. The DLH-series Load Table extends to depths of 72 inches and spans of 144 feet. Canam can fabricate special joists with depths of over 10 feet and lengths over 200 feet. Special consideration is required for these very large joists, and attempting to select a “standard” joist from a load table may be an over-simplification of the true loading conditions and design requirements. Canam recommends that any joist that exceeds the range of the DLH-series Load Table be labeled as a special joist with a load diagram provided to allow accurate design of the joist. The load diagram should clearly indicate if the joist self weight is included in the design loads, or if the loads shown are only the superimposed loads to which self weight must be added. Due consideration must also be given to camber, deflection, bridging or bracing, and erection. Please consult Canam for assistance in specifying these joists. Canam has extensive experience in providing joists beyond the range of the Load Tables, including these recent projects:

Reference Projects: Special Shapes and Long Spans North Naples Community Center, North Naples, FL Joist length 107'-0", 13'-4" deep (one piece). Bethlehem Temple, Cincinnati, OH 7’-9” diameter plate assembly at center attaching16 bowstring column joists attached via end-plate connections Mt. Hermon Missionary Baptist Church, Tarpon Springs, FL 114 pieces, with 5.82 tons of 47.9 foot long spans field-bolted splice and beam to joist connections Chillicothe Readiness Center, Chillicothe, OH Four triple-pitched scissor trusses intersecting with hip trusses and infills, shear connections at center of building; 2-way grid distributed roof load evenly for more efficient use of steel Unified Communications Center, Washington, DC 32 barrel joists, roof design had to meet blast resistance specifications Fox Valley Park Recreation Center, Fox Valley, IL Inverted double-pitched joists, field bolted splice, 143’ span, composite joists for soundproofing suspended floor with running track atop basketball courts

22

St. Katharine Drexel School, Frederick, MD 2- and 3-way sloped trusses on masonry, 113’ feet long (25.8 tons) St. Theresa’s Church, Egg Harbor, NJ Main roof plan is oval-shaped, with unusual joist profiles, top chords straight and triple-sloped bottom chords. 46 separate designs required for unique profiles of all . CBRN, Fort Leonard Wood, MO 27 pitched top chord joists weighing 7 tons Stegeman Coliseum, Athens, GA 62 barrel joists: some 72 inches deep, ranging from 30-feetlong to 104-feet long Indianapolis Airport, Indianapolis, IN 400 sloping barrel joists with canted seats and deck bearing plates, concourse roofs formed with 110' long sloping barrel joist fabricated and shipped in one piece Army Aviation Facility, Little Rock, AR 119 half-gable trusses, some 106 feet long, two half-gables with a at the center


ENGINEERING WITH OPEN WEB STEEL JOISTS Bethlehem Temple, Cincinatti, OH

COMPRESSION RINGS Canam has provided the joists and design assistance for a number of unique projects utilizing a compression ring approach. A compression ring can help to create a dome-type roof profile while providing a clear, column free-space underneath. Please consult Canam early in the design process for these types of projects.

Chillicothe Readiness Center, Chillicothe, OH

Project AMI, Northfolk, VA

23


ENGINEERING WITH OPEN WEB STEEL JOISTS SPECIAL SHAPES • As a minimum, the dimensions and information shown in the sketches must be provided for joists with special profiles. • Special shape joists do not need to have a standard SJI designation. The load/span method, as described in this section, can be utilized for special shape joists with supplementary load diagrams, as shown in the special loads section. • For joist lengths over 100 feet, a field bolted splice will likely be required for shipment in halves or thirds. Joist depths over 8 feet will require special shippping arrangements. • When the total depth of the joist profile reaches 15’-6”, it cannot be shipped as a unit and some form of field assembly will be required. For any joist shipped in halves, thirds, or pieces, it is critical that the “match-marked” parts be ed. The parts are not interchangeable. • Special consideration should be given to the camber of special joists, particularly where they are adjacent to other framing or deck s. If Canam is provided with the actual design dead load, special camber can be provided.

GABLE JOIST

SCISSOR JOIST

First Baptist Church, Fernandina Beach, FL

CBRN Disaster Training Facility, Fort Leonard Wood, MO

Army National Guard Aviation Training Facility, Little Rock, AR

24


ENGINEERING WITH OPEN WEB STEEL JOISTS SPECIAL SHAPES

R=

BOWSTRING JOIST

BARREL JOIST

R=

R=

• Gable joists are commonly specified as bottom chord bearing, as shown in the sketch. The specifier should consider the use of the end walls as an anchorage point for the joist bridging, which is critical to provide lateral stability. • Gable joists need not be symmetric. For any double pitched configuration, an offset ridge can be provided. • Note that barrel and scissor joists are modeled with “pin and roller” s and the truss will deflect horizontally. The specifier must make provisions to allow for this horizontal movement. Any special limitations on the amount of allowed horizontal deflection must be clearly shown on the contract drawings. • To obtain the most economical design, Canam will vary the configuration of the joist web within the overall profile provided in the sketch on the contract drawings. If a particular web geometry is required to create specific openings for mechanical needs, catwalks, or architectural reasons, these requirements should be noted with the profile, and specific dimensions locating the joist points should be provided.

Unified Communications Center Washington, DC

Stegeman Coliseum, Athens, GA

25


ENGINEERING WITH OPEN WEB STEEL JOISTS OSHA HIGHLIGHTS These pages summarize the key provisions of the revised OSHA steel erection standard, 29 CFR Part 1926.757. The complete OSHA rule for steel joists is included as an appendix to the Steel Joist Institute Specifications in this publication. The two most critical elements to the safe erection of steel joists are to limit or eliminate the need to “walk” un-bridged joists, and to properly and completely install the bridging as soon as possible. Canam advocates erection methods whereby the erector is not required to “walk” an un-bridged joist to release the hoisting cable. This can be accomplished by using erection stability bridging, working from a man-lift or other ground , setting the joists in pre-assembled s, or using a self-releasing mechanism on the crane.

JOISTS AT COLUMNS Joists at column lines, which are not framed in at least two directions by solid web structural steel , shall have a field-bolted connection at the joist bearing seat. In addition, joists at column lines must also have bottom chord extensions (BCX’s). The BCX must extend to a vertical stabilizer plate. The stabilizer plate is to be a minimum size of 6 inches by 6 inches, with 3 inches extended below the bottom chord with a 13/16 inch hole to provide for a cable attachment. Where a steel joist does not lie directly along the column line, the joist nearest the column, on each side of the column, shall have field-bolted bearing seats. However, the bottom chord extensions may be omitted where it is not practical to provide them near the column.

ERECTION STABILITY BRIDGING The “forty foot” rule no longer applies for the requirement of a bolted diagonal bridging line. The spans in the shaded portions of the Load Tables require a row of bolted diagonal bridging. Note that there are many designations and spans of less than forty feet that are shaded and require a row of bolted diagonal bridging. But there are also many designations and spans greater than forty feet which are not shaded and do not require a bolted diagonal bridging row.

BOLTED BEARING SEATS Joists in bays of 40 feet or more shall be fabricated and installed with a field-bolted connection from the joist bearing seat to the steel frame. The bay length is the length from center to center of steel s, or center of steel to face of wall. An exception to this rule is made for those cases where constructibility does not allow the bolted connection, or where multiple joists are pre-assembled and set in s. Typically, the field-bolted bearing seat connection will be made with ASTM-A307 bolts in slotted holes and is considered a temporary connection. The final connection should be made by welding or as specified by the project structural engineer of record.

26

COLUMN JOIST STABILITY The OSHA standard states that steel joists at or near columns, that span 60 feet or less, shall be designed with sufficient strength to carry the self-weight of the joists and the weight of one erector. The intent is to allow the hoisting cable to be released without the need for erection stability bridging on a column joist being set in advance of adjacent joists. However, Canam joists are NOT designed to meet this stability requirement and Canam advocates alternate erection methods that allow the hoisting cable to be released without an erector walking on the joist. Achieving the stability criteria desired by OSHA is dependent on a number of erection criteria that are not in the steel erection standard. In addition, it is impossible to meet the stability requirement for certain spans and special conditions, such as slopes, pitches, and bottom chord bearing. Because of these issues, OSHA has adopted an enforcement policy, which will remain in effect indefinitely, as follows: for all joists at or near columns that span 60 feet or less, employers will be considered to be in compliance with 1926.757(a)(3) if they erect these joists either by: (1) installing bridging or otherwise stabilizing the joist prior to releasing the hoisting cable, or (2) releasing the cable without having a worker on the joists. In accordance with this enforcement policy, Canam will expect the erector to achieve OSHA compliance through either of the two options, and Canam will not provide column joists specifically designed to provide stability for one erector without the need for erection bridging. In an effort to advise and remind the erector of the above, joists at or near columns that span 60 feet or less will be designated with the symbol “DT” on Canam’s framing plans, and will be supplied with a Danger Tag hung on the joist. Beyond 60 foot spans, OSHA does not have special stability requirements for column joists. Column joists that span more than 60 feet should be set in tandem with all bridging installed, or by the erector’s alternate means of erection.


ENGINEERING WITH OPEN WEB STEEL JOISTS OSHA HIGHLIGHTS BUNDLE SIZES AND PLACEMENT Bridging bundles shall be limited to 1000 pounds maximum. The bridging bundle shall be placed across a minimum of three joists, within one foot of a secured end of the joists. Where Canam supplies metal decking, the deck bundles shall be limited to 4000 pounds maximum. The deck bundles should not be placed before the joist ends are attached and all bridging has been installed, except where the OSHA rule allows the deck bundle to be placed after only one row of bridging is installed and other special conditions are met.

This is a sample Danger Tag which is hung on joists marked “DT” on the drawings.

BOTTOM BEARING JOISTS Bolted diagonal bridging is required over or near the for all bottom chord bearing joists. This includes both square-end joists, and cantilever-square-end joists.

This is a general summary of the OSHA requirements, but is not intended to constitute legal advice. Canam does not assume responsibility for compliance with OSHA requirements.

This block of notes will appear on all of Canam’s framing plans.

ERECTOR’S NOTES: - IN BAYS 60’-0” OR LESS, THE FOLLOWING APPLIES TO ANY COLUMN JOISTS OR JOISTS NEAR A COLUMN: • THESE JOISTS HAVE NOT BEEN DESIGNED TO AN EMPLOYEE WITHOUT BRIDGING INSTALLED. • THESE JOISTS ARE NOT OSHA JOISTS DESIGNED FOR STABILITY PER SUBPART R 1926.757 (a) (3). • SPECIAL ERECTION METHODS MUST BE INCORPORATED • EMPLOYERS WILL BE CONSIDERED TO BE IN COMPLIANCE WITH 1926.757 (a) (3) IF THEY ERECT THESE JOISTS EITHER BY: (1) INSTALLING BRIDGING OR OTHERWISE STABILIZING THE JOIST PRIOR TO RELEASING THE HOISTING CABLE, OR (2) RELEASING THE CABLE WITHOUT HAVING A WORKER ON THE JOISTS. • DO NOT ALLOW EMPLOYEES ON THESE JOISTS UNTIL ADEQUATELY STABILIZED. CONSULT THE OSHA SAFETY STANDARDS FOR SPECIFICS. - IN BAYS GREATER THAN 60’-0”, JOISTS AT OR NEAR COLUMNS SHALL BE ERECTED IN TANDEM (PAIR) WITH AN ADJACENT JOIST. ALL BRIDGING MUST BE INSTALLED BEFORE LIFTING AND THE PAIR OF JOISTS MUST BE SECURED TO THEIR BEFORE RELEASING THE HOISTING LINE. THIS REQUIREMENT MAY BE WAIVED UNDER CERTAIN CONDITIONS. CONSULT THE OSHA SAFETY STANDARDS FOR SPECIFICS.

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ENGINEERING WITH OPEN WEB STEEL JOISTS FLOOR VIBRATION Floor vibration has become a structural design issue due to the increased use of longer spans, more open areas and lighter floor systems. The building structural designer must analyze floor vibration and its effect on the building end s and specify the proper characteristics to reduce vibration. The behavior of two-way flooring systems has been studied using models and in-situ testing. Several simplified equations to predict floor behavior and damping values for walking induced vibration have been established according to the type of wall partitions and floor finishes. These equations are now part of Steel Design Guide #11, tly published by the American and Canadian Institutes of Steel Construction in 1997. This guide covers different types of floor vibrations and is one of the main references on the subject, along with SJI Technical Digest No 5. The formulas shown in Steel Design Guide #11 allow the to define the vibration characteristics of a floor system: the initial acceleration produced by a heel drop and the natural frequency of the system. These two parameters allow the designer to if the floor system will produce vertical oscillations in resonance with rhythmic human activities or with enough amplitude to disturb other occupants. The amplitude of the vibrations will decay according to the type of partitions, ceiling suspensions, and floor finish. The decay rate will also influence the sensitivity of the occupants. Information about the use and architectural finishes of a building is not readily available to the joist supplier. The joist supplier usually receives only the floor drawings and general joist specifications and designation. This is the information that is used for joist design. Furthermore, when a project structural engineer has predetermined the design of a joist including spacing, depth, span, bearing , and dead loads, the joist design alone cannot be easily modified to reduce floor vibration induced by walking below the annoyance threshold for the other occupants. The following example of this situation is for office floors where the annoyance threshold is defined as a floor acceleration of 0.5% of the gravity acceleration and with enough partitions to provide moderate damping. For floors in a shopping mall, the threshold would be an acceleration of 1.5% of the gravity acceleration. This higher threshold means that the occupants are less disturbed by vibrations produced by walking loads. Typical office floor INITIAL DESIGN: In the example, the floor area is 90’ by 96’, the joists have a 30’-0’’ (9 150 mm) span, a 20’’ (approx. 500 mm) depth, and are spaced at 4’-0’’ (1 220 mm) on center. The joists are bearing on beams at both ends on 2 1/2’’ (65 mm) deep seats. The assumption is that the beams will be only partially composite for vibration calculations

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because of the relative lack of stiffness of such a bearing seat. The beam span is 24’-0’’ (7 315 mm) with joists bearing from both sides and acts as a single span. The floor is made of a 4’’ (100 mm) concrete slab, including the 1 1/2’’ (38 mm) steel deck profile. The loads are as follows: Structural steel 5 psf (0.24 kPa) Steel joists 4 psf (0.19 kPa) Deck-slab of 4’’ 38 psf (1.82 kPa) Ceiling, mechanical & floor finish 10 psf (0.48 kPa) Partitions 20 psf (0.96 kPa) DEAD LOAD TOTAL 77 psf (3.69 kPa) LIVE LOAD 50 psf (2.40 kPa) From the SJI ASD K-Series load table, select a joist with a 30’-0’’ span to the following loads: w = 4’ x (72 + 50) = 488 plf A joist with a 20K10 designation will 533 plf for a 30’-0’’ span and a uniform load of 336 plf will produce a deflection equal to the span of 360 which is fine since the live load is 200 plf. By reducing the simple span deflection formula under uniform load for span/360, we obtain the following approximation of the moment of inertia: Ijoist = W360 x (span)3 / 38,000, where Ijoist = moment of inertia in in.4 w360 = uniform load producing a deflection equal to span / 360 in. plf Span = span of joist in feet Ijoist = 336 x (30)3 / 38,000 = 238 in.4 The center of gravity of the joist steel cross section can be assumed to be at mid depth. Ajoist chords = Ijoist / (depth / 2)2 = 2.38 in.2 The beam can be chosen from the AISC selection tables as W18 x 60 with Fy = 50 ksi and a moment of inertia of 984 in.4. ALTERNATE 1: If a slab of 5’’ instead of 4’’ is used, the dead load increases and the size of the joists and beams may also increase. Structural steel 5 psf (0.24 kPa) Steel joists 4 psf (0.19 kPa) Deck-slab of 5” 50 psf (2.40 kPa) Ceiling, mechanical & floor finish 10 psf (0.48 kPa) Partitions 20 psf (0.96 kPa) DEAD LOAD TOTAL 89 psf (4.27 kPa) LIVE LOAD 50 psf (2.40 kPa) From the SJI ASD K-Series load table, select a joist with a 30’-0’’ span to the following loads: w = 4’ x (84 + 50) = 536 plf


ENGINEERING WITH OPEN WEB STEEL JOISTS FLOOR VIBRATION The same 20K10 joist will work for a 30’-0’’ span and the properties will be the same. Ijoist = 336 x (30)3 / 38,000 = 238 in.4 Ajoist chords = Ijoist / (depth / 2)2 = 2.38 in.2 This time, the beam chosen from the AISC selection tables is W18 x 65 with Fy = 50 ksi and a moment of inertia of 1,070 in.4. ALTERNATE 2: Starting from the base example, consider that the structural engineer of the building clearly indicates that the size of the joists should be doubled to reduce floor vibration. Since there are no standard K-Series joists with the same depth that are twice the size of a 20K10, we will double up the joists by spacing the 20K10 joists at 2’ on center.

ALTERNATE 3: Combining the changes of alternates 1 and 2, we evaluate a 5’’ slab on 20K10 joists spaced at 2’-0” on center. Using the data of those 4 conditions, with the proposed equations of Steel Design Guide #11 and considering an open floor even if the structure is designed for a possible partition load, we obtain the vibration properties shown in the comparison table below:

COMPARISON OF VARIOUS ARRANGEMENTS PARAMETERS

INITIAL DESIGN

ALTERNATE 1

ALTERNATE 2

ALTERNATE 3

INCREASED THICKNESS OF SLAB

DOUBLE JOIST OF SAME SIZE

DOUBLE JOIST OF SAME SIZE AND INCREASED THICKNESS OF SLAB

Peak acceleration ao with open floor

(% g)

1.11%

0.87%

0.81%

0.65%

Peak acceleration ao with some partitions

(% g)

0.74%

0.58%

0.54%

0.44%

Peak acceleration ao with full height partitions

(% g)

0.44%

0.35%

0.32%

0.26%

(Hz)

4.7

4.6

5.1

5.2

Joist length

(ft.)

30’-0”

30’-0”

30’-0”

30’-0”

Joist depth

(in.)

20

20

20

20

System frequency f

Joist spacing

(ft.)

4’-0”

4’-0”

2’-0”

2’-0”

Joist moment of inertia (steel)

(in.4)

238

238

238

238

Deck depth

(in.)

1.5”

1.5”

1.5”

1.5”

Slab-deck thickness

(in.)

4”

5”

4”

5”

Slab-deck-joist dead weight

(psf)

38

50

38

50

Additional participating load

(psf)

20

20

20

20

W18 x 60

W18 x 65

W18 x 60

W18 x 65

24’-0”

24’-0”

24’-0”

24’-0”

Beam size Beam span

(ft.)

This comparison shows that the vibration characteristics improve by adding dead weight or by doubling the joists. One must note that the alternates 1 and 2 did not sufficiently improve the vibration properties of the floor to lower their amplitude to below the annoyance threshold for offices. Additional calculations shown as alternate 3 indicate that using a 5’’ deck-slab with a 100% increase in the joist sections would lower the peak acceleration to below the annoyance threshold of 0.5% of g. The building designer controls the main parameters affecting floor vibration characteristics and he or she must make the vibration calculations to find an economical solution. The information supplied in this catalog will allow the structural engineer to evaluate the vibration properties of the floor joists during the initial design. The project structural engineer should always specify the proper slab thickness and the minimum moment of inertia of the steel joists to have a floor with vibration characteristics below the annoyance threshold based on the type of occupancy. The joist designer will then conformance to the minimum moment of inertia required by the building designer for the joists.

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ENGINEERING WITH OPEN WEB STEEL JOISTS JOIST SUBSTITUTES The Steel Joist Institute has introduced a joist substitute series, the 2.5K series. SJI load tables and specifications can be found on page 132 of this catalog. Joist substitutes are intended to be used for relatively short spans. It is more economical to use joist substitutes rather than joists for spans of 10 feet and under. Canam has extended the load tables to allow the specifier to make proper selection of joist substitutes. Joist substitutes are solid made of angles, channels, or tube steel.

JOIST SUBSTITUTES 2.5K1 2.5K2

The figures shown in red in the Joist Substitute Tables represent the maximum live load for an approximate deflection of L/360. If L/240 deflection is acceptable, these figures can be multiplied by 1.5.

S (in.3) Mr (k-ft.) I (in.4) Span (ft.)

0.600 1.50 0.800

4’ 5’ 6’ 7’ 8’ 9’ 10’ Span (ft.)

550 550 / 338 374 / 189 270 / 116 204 / 76

4’ 5’ 6’ 7’ 8’ 9’ 10’

825 / 550 825 / 338 561 / 189 405 / 116 306 / 76

0.834 2.09 1.103

2.5K3 1.200 3.00 1.502

ASD LOADS (plf) 550 550 / 465 519 / 260 375 / 160 284 / 105 222 / 73

550 550 550 / 354 540 / 218 408 / 143 319 / 99 256 / 71

LRFD LOADS (plf) 825 / 550 825 / 465 778 / 260 562 / 160 426 / 105 333 / 73

825 / 550 825 / 550 825 / 354 810 / 218 612 / 143 478 / 99 384 / 71

SPAN

2”

DESIGN SPAN

2” 2 1/2” U.N.O.

4” MIN ON MASONRY

2 1/2” MIN ON STEEL

Joist substitutes can be used in many conditions. They can be used in combination with LH-Series joists. In these cases, a deeper joist substitute will be supplied or seats will be installed on a regular 2 1/2” deep section as shown below. 5”

Joist substitutes can be used on sloping roofs. Seat depths for sloped joist substitutes should be selected per the table on page 16 of this catalog.

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ENGINEERING WITH OPEN WEB STEEL JOISTS OUTRIGGERS AND EXTENSIONS Joist substitutes are often used at building edges to create overhangs. Careful attention must be paid to the cantilever part in selecting the proper section. The deflection at the end will depend greatly of the loading condition of the back span. Canam does not recommend an extension length that will be greater than the back span.

Back span

Cantilever

OUTRIGGERS AND EXTENSIONS 2.5K1 2.5K2 2.5K3 S (in.3) Mr (k-ft.) I (in.4) Cantilever (ft.)

0.600 1.50 0.800

2’ 2’-6” 3’ 3’-6” 4’ 4’-6” 5’ Cantilever (ft.)

550 480 333 245 188

2’ 2’-6” 3’ 3’-6” 4’ 4’-6” 5’

825 720 499 367 282

0.834 2.09 1.103

1.200 3.00 1.502

ASD LOADS (plf) 550 550 463 341 261 206

550 550 550 490 375 296 240

LRFD LOADS (plf) 825 825 694 511 391 309

825 825 825 735 562 444 360

HEADERS Headers are to be used when an opening larger than the joist spacing is required. It is important for the specifier to provide the magnitude of the load acting on the header as well as the loads created by the header on its ing .

Loads X, Y, Z must be provided by the specifier. Z KIPS

B

A

A X KIPS

Y KIPS

X KIPS B

HEADER

SECTION A-A

JOIST

SECTION B-B

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ENGINEERING WITH OPEN WEB STEEL JOISTS PITCHED JOISTS Canam can provide longspan joists with a variety of pitched chord configurations.

TOP CHORD SINGLE PITCHED UNDERSLUNG

TOP CHORD SINGLE PITCHED SQUARE ENDS

SLOPED JOISTS For sloped joists, the load and span shall be defined as outlined below. This allows the use of the load tables for joists with slopes larger than 1/2 inch per foot. Span: The span of a parallel chord sloped joist shall be defined by the length along the slope. Minimum depth, loadcarrying capacity, and bridging requirements shall be determined by the sloped definition of span. The Standard Load Table capacity shall be the component normal to the joist. Load: Where the design live load is applied vertically over the plan length and the design dead load is applied vertically over the sloped length, select a joist with Load-Table capacity = LL*cos2 α + DL*cos α Canam will automatically design for the component of the load parallel to the joist which acts as a top chord axial load.

LL α α

LL * cos 2 α

TOP CHORD DOUBLE PITCHED UNDERSLUNG

α

TOP CHORD DOUBLE PITCHED SQUARE ENDS

SPA

N

α

DL

α

DL * cos α

LOAD-TABLE CAPACITY

STANDING SEAM ROOFS Where a standing seam roof is attached directly to the joist top chord, or any other instance where decking will not provide lateral on the top chord, Canam will design a bridging system to provide the required top chord lateral , in accordance with the following specifications of sections 5.8(g) or 104.9(g).

STANDING SEAM ROOF SYSTEM

JOIST TOP CHORD

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Indianapolis Airport, Indianapolis, IN


ENGINEERING WITH OPEN WEB STEEL JOISTS DESIGN ECONOMY

The K-Series Economy Table, beginning on page 138, and the new and improved Joist Girder Weight Tables, beginning on page 97, can be used as an aid in making selections for individual spans. Please be aware that the economy table is based solely on the theoretical weight of the joists, and does not reflect the labor and other expenses that would be involved in fabricating and shipping the joists.

L

GIRDER

JOISTS

1.5 x L

There are many factors that influence the most economical joist and joist girder selections for a given project. Please any of Canam’s sales representatives for assistance in evaluating or comparing design options on your project.

GIRDER

A number of other items for consideration regarding design economy are offered on these pages. • “Deeper is Cheaper”. For a given span and load, a deeper joist or girder will be lighter and cheaper. Take advantage of the available headroom and clearance. • Try to use wider joist spacings. While a five foot joist spacing is very common for roofs, the limitations of the deck and other requirements, such as Factory Mutual, can often be met with a spacing of five to six feet that results in one less joist per bay. • A “load-span” design (see page 20) is more economical than a standard “catalog” joist. Likewise, a special design joist for a particular load diagram is cheaper than double joists or KCSseries joists. • Use joist girders rather than wide flange beams. For typical loadings and configurations, a joist girder will be deeper, and hence lighter, than a wide flange beam, while still allowing openings for electrical, mechanical, and fire protection penetrations. • Use joist substitutes for all joist spans under ten feet long. • For rectangular bays, it is generally better to run the joists in the long direction and the girders in the short direction. • An optimal rectangular bay will typically have a ratio of joist to joist girder span of about 1.5.

ECONOMY: ASD vs. LRFD Is there an economic advantage to the specification of ASD versus LRFD joists or joist girders? Once a given joist designation has been selected, there is virtually no difference between an ASD or an LRFD joist of the same designation. However, the choice of design method (ASD or LRFD) may allow the selection of a different designation, or in the case of special joists and joist girders, may result in a heavier or lighter joist, depending primarily on the ratio of live to dead load. ASD and LRFD will produce similar results and joist selections when the ratio of nominal live to dead load is 3 to 1. For extremely light dead loads, and a ratio of live to dead load greater then 3 to 1, the use of ASD could create a lighter joist and joist girder framing system for gravity loads than LRFD. Conversely, if the live and dead loads are approximately equal, and any case where the live to dead load ratio is less then 3 to 1, LRFD could create a lighter joist and girder framing system under gravity loads. This is the case for the majority of steel joist and joist girder applications, however, the effect of wind loads, both up and down, in combination with the gravity loads, may create a more severe effect with LRFD than with ASD. It is anticipated that the difference between an ASD and an LRFD joist and joist girder system for a given set of loads would very rarely be more than five percent. Hence, the choice of design method should typically be governed by the specifier’s preference or by other structural elements rather than the joists and joist girders. For further discussion of this topic, and case study examples, please consult Canam’s website, www.canam.ws/asdlrfd.

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ENGINEERING WITH OPEN WEB STEEL JOISTS DESIGN ECONOMY • For a K-series joist, a 2-1/2 inch deep seat is most economical, but other seat depths are readily available. It may be more economical to mix LH-series and K-series joists with five inch deep seats than to specify all LH-series joists just to establish a five inch bearing seat depth. • By default, joist top chord extensions are designed for the same uniform load given in the Load Tables for the designation and span. Where the load capacity approaches the K-series maximum of 550 plf, the selected joist may conservatively have excess capacity. However, deg a long top chord extension for a load approaching 550 plf may be difficult to accomplish, and it is recommended in these cases that the top chord extension load tables be used, and a specific “S” or “R” type extension be specified. • Provide adequate bearing seat depth for long or specially loaded top chord extensions. Inadequate extension depth can affect the weight of the entire joist. COMPOSITE vs NON-COMPOSITE CONSTRUCTION With the introduction of the CJ-Series composite joists, there is a question of economy between a traditional non-composite joist for a concrete floor versus a composite joist with headed shear studs. (The CJ-Series joists are not a part of this joist catalog, so please visit Canam’s website at www.canamsteel.ws/cjseries for information on CJ-Series publications). To facilitate the installation of the shear studs, composite joists are typically not painted. So if it is important to have the joists prime painted, there is an advantage to non-composite construction. Composite steel joists utilize the concrete slab to resist the top chord axial compression under full gravity loading, and hence will typically have a smaller top chord than a non-composite joist. In addition, the concrete slab increases the effective depth of the truss, so the bottom chord size may also be smaller. The web for a composite and non-composite joists will be essentially the same. The question of economy is greatly influenced by the labor costs of the field applied-shear studs, which can vary from region to region. This, along with the particular spans, depths, loads, and joist spacing, will dictate the economy of composite vs. non-composite design for any particular project. Hence, the decision to use composite or non-compoite joists must be made on a project-by-project basis. Canam can provide a comparison of the costs for composite and non-composite joists for a particular project if consulted during the joist specification stage. A few general comments are offered here with regard to the advantages and disadvantages of each type of joist and floor construction: • The weight savings for composite joists increases with the span and loading. So a floor with a heavy design live load, wider joist spacings, and/or longer spans is more likely to generate weight savings that substantially offset the cost of the studs and their installation. A composite steel joist can be provided with capacities of several thousand pounds per foot for many spans. • The maximum span-to-depth ratio for non-composite joists is 24 to 1 (inches to inches – 2 to 1 for feet to inches). For composite joists, the maximum ratio increases to 30 to 1 (inches to inches – 2.5 to 1 for feet to inches). So it may be possible to use a shallower composite joist and increase headroom or decrease story height, where those are important design considerations. • Be aware that while composite construction will impact the load-carrying capacity, it has very little effect on the vibration characteristics of a floor.

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ENGINEERING WITH OPEN WEB STEEL JOISTS DESIGN ECONOMY • Extra joist load carrying capacity is cheaper than field reinforcement for additional loads later on. Any field reinforcement is likely to cost more than the cost of the entire original joist. • Traveling loads, or “add loads” as they are sometimes called, can provide reserve capacity more economically than KCS-Series or arbitrarily oversized joists. Traveling loads can be specified at any magnitude, and as being along the top or bottom chord, and either at any point or at ANY point along the chord. A traveling load applied at any point along the chord includes a check for local bending and avoids the need for field added strut angles for loads off the points. • Bolted bearing seats as required by OSHA for bays of 40 feet and longer cost money. The expense of the holes can be avoided with any bay length less than forty feet, or by izing the joists for erection. • Un-painted joists cost less than painted joists. • Avoid joist load diagrams that depict joist web unless a specific joist geometry is required. The joist design will be most economical when the joist manufacturer is free to configure the joist webs. • A bowstring joist, with only the top chord roll-formed, is considerably cheaper than a barrel joist with both chords roll-formed. • For over-sized joist spans and depths, keep the following shipping restrictions in mind: Lengths of over 50 feet require special permits in some states. Lengths of over 60 feet require escorts in some states. Lengths in excess of 100 feet require a field bolted splice to allow shipment in two halves. Overall depths of up to 8’-6 can ship as a standard load. Beyond 8’-6, special permits and/or escorts may be required in some states. An overall depth of more than 15’-6 becomes impossible to ship, and a “piggyback” joist configuration must be used.

0”

DOUBLE-PITCHED “CAP” TRIPLE-PITCHED JOIST

West Town School West Town, PA

• Canam manufactures joists by depth. Changing chord sizes and maintaining one depth is cheaper than using many depths. For example, in a skewed bay, each joist is a different length and could be a different depth. Consider maintaining the typical depth halfway into the skewed corner, then change the joist depth one time for the shorter spans, and use joist subs in the corner. • A joist outside the red-shaded portion of the load tables, which will use only horizontal bridging, will be less expensive than a joist in the red-shaded area that requires a row of bolted diagonal bridging. • Provide moment plates or strap angles for axial load and end moment transfer at the joist or joist girder bearing seats. • Limit the thickness of welded connections to steel joists by increasing the length of weld where necessary. Thicker welds may require the thickness of certain joist elements to be increased just to match the weld thickness. • It is acceptable to simply state “bridging per SJI” rather than show the actual rows on the contract structural drawings. Canam will then determine and place the required rows. When the bridging rows are shown on the contract drawings, avoid dimensioning the locations of the rows in order to allow the flexibility to place the bridging rows as required to avoid conflicts and optimize the design. There are occasions where the top and bottom chord horizontal bridging rows may be offset as required per the design.

PIGGY-BACK TRUSS

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STEEL JOIST INSTITUTE HISTORY Formed five years after the first open web steel joist was manufactured, the Institute has worked since 1928 to maintain sound engineering practice throughout our industry. As a non-profit organization of active manufacturers, the Institute cooperates with governmental and business agencies to establish steel joist standards. Continuing research and updating are included in its work. The first joist in 1923 was a Warren truss type, with top and bottom chords of round bars and a web formed from a single continuous bent bar. Various other types were developed, but problems also followed because each manufacturer had their own design and fabrication standards. Architects, engineers and builders found it difficult to compare rated capacities and to use fully the economies of steel joist construction. of the industry began to organize the Institute, and in 1928 the first standard specifications were adopted, followed in 1929 by the first load table. The joists covered by these early standards were later identified as open web steel joists, SJ-Series. Other landmark adoptions by the Institute include the following: 1953 Introduction of Longspan Steel Joists, L-Series. Specifications and a standard load table, covering spans through 96 feet and depths through 48 inches, were tly approved with the American Institute of Steel Construction. 1959 Introduction of the S-Series Joists, which replaced the SJSeries Joists. The allowable tensile stress was increased from 18,000 to 20,000 psi, joist depths were expanded through 24 inches, and spans increased through 48 feet. 1961 (a) Introduction of the J-Series Joists, which replaced the SSeries Joists. The allowable tensile stress was increased from 20,000 psi to 22,000 psi, based on the use of steel with a minimum yield strength of 36,000 psi. (b) Introduction of the LA-Series Joists, which replaced the L-Series Joists. The LA-Series Joists were designed to a maximum tensile stress of either 20,000 psi or 22,000 psi, depending on the yield strength of the steel. (c) Introduction of the H-Series Joists, whose design was based on steel with a minimum yield strength of 50,000 psi, and an allowable tensile stress of 30,000 psi. 1962 Introduction of the LH-Series Joists, utilizing steel whose minimum yield strength was between 36,000 psi and 50,000 psi and an allowable tensile strength of 22,000 psi to 30,000 psi.

36

1965 Development of a single specification for both the J- and HSeries Joists by the Steel Joist Institute and the American Institute of Steel Construction. 1966 Development and introduction by the SJI and AISC of the LJ-Series Joists, which replaced the LA-Series Joists. Also, the development of a single specification for both the LJand the LH-Series Joists, with the use of 36,000 psi minimum yield strength steel for the LJ-Series, and 36,000 psi to 50,000 psi minimum yield strength steel for the LH-Series. 1970 Introduction of the DLJ- and DLH-Series Joists to include depths through 72 inches and spans through 144 feet. 1971 Elimination of chord section number 2 and the addition of joist designations 8J3 and 8H3 to the load tables. 1972 (a) Adoption by the SJI and AISC of a single specification for the LJ-, LH-, DLJ-, and DLH-Series Joists. (b) Adoption by the SJI and AISC of the expanded specifications and load tables for Open Web Steel Joists with increased depths through 30 inches, and spans through 60 feet, plus adding chord section numbers 9,10, and 11. 1978 (a) Elimination of the J-, LJ-, and DLJ-Series Joists because of the widespread acceptance of high strength steel joists. (b) Introduction of Joist Girders, complete with specifications and weight tables, in response to the growing need for longer span primary structural with highly efficient use of steel. 1986 Introduction of the K-Series Joists, which replaced the HSeries Joists. The reasons for developing the K-Series Joists were: (1) to achieve greater economies by utilizing the Load Span design concept; (2) to meet the demand for roofs with lighter loads at depths from 18 inches to 30 inches; (3) to offer joists whose load carrying capacities at frequently used spans are those most commonly required; (4) to eliminate the very heavy joists in medium depths for which there was little, if any, demand. 1994 (a) Introduction of the KCS Joists as a part of the K-Series Specification in response to the need for a joist with a constant moment and constant shear. The KCS Joist is an economical alternative joist that may be specified for special loading situations.


STEEL JOIST INSTITUTE (b) Addition of metric nomenclature for all Joist and Joist Girder Series in compliance with government and industry standards. (c) Addition of revised stability criteria. 2002 (a) Introduction of Joist Substitutes, K-Series. (b) K-Series, LH- and DLH- Series and Joist Girder Specifications approved as American National Standards (ANSI). (c) Revisions to K-Series Section 6, LH- and DLH-Series Section 105, and Recommended Code of Standard Practice for conformance to OSHA Steel Erection Standard § 1926.757. (d) Addition of Standing Seam Roof requirements to the KSeries Specification Section 5.8(g) and the LH- and DLH-Series Specification Section 104.9(g). (e) Addition of Definition for Parallel Chord Sloped Joists – K-Series Section 5.13 and LH-Series Section 104.14. 2005 (a) Major revision of K-Series, LH- and DLH-Series and Joist Girder Specifications to allow the design of joists and Joist Girders to be either in accordance with Load and Resistance Factor design (LRFD) or Allowable Strength Design (ASD). (b) Major revision of K-Series and LH- and DLH-Series Load Tables to be in both LRFD and ASD. (c) Expansion of Joist Girder Weight Tables to spans through 120 feet. (d) Code of Standard Practice was renamed.

POLICY The manufacturers of any standard SJI products shall be required to submit design data for verification of compliance with Steel Joist Institute Specifications, undergo physical design verification tests (on K-Series only), and undergo an initial plant inspection and subsequent biennial in-plant inspections for all products for which they wish to be certified.

HIP Open to manufacturers who produce, on a continuing basis, joists of the K-, LH-, and DLH-Series, and/or Joist Girders, conforming to the Institute’s Specifications and Load Tables. hip requirements differ as described below. APPLICANTS BASED ON K-SERIES JOISTS The Institute’s Consulting Engineer checks to see that designs conform to the Institute’s Specifications and Load Tables. This comprises an examination of: (1) Complete engineering design details and calculations of all K-Series Joists, bridging and accessories for which standards have been adopted; (2) Data obtained from physical tests of a limited number of joists, conducted by an independent laboratory, to conclusions from analysis of the applicant’s engineering design details and calculations. An initial plant inspection and subsequent biennial inspections are required to ensure that the applicant/member possesses the facilities, equipment and personnel required to properly fabricate the K-Series Joists. APPLICANTS BASED ON LH- OR DLH-SERIES JOISTS OR JOIST GIRDERS Designs are checked by the Consulting Engineer. Biennial in-plant inspections (but no physical tests) are required. RESPONSIBILITY FOR PRODUCT QUALITY The plant inspections are not a guarantee of the quality of any specific joists or Joist Girders; this responsibility lies fully and solely with the individual manufacturer. SERVICES TO NON The Institute’s facilities for checking the design of K-, LH-, and DLH-Series Joists or Joist Girders are available on a cost basis. The Steel Joist Institute does not check joist designs for specific construction projects. Fabrication to Institute Specifications is the responsibility of the individual manufacturer.

SJI Member companies complying with the above conditions shall be licensed to publish the appropriate copyrighted SJI Specifications, Load Tables and Weight Tables.

37


STEEL JOIST INSTITUTE STEEL JOIST INSTITUTE PUBLICATIONS Visit the SJI Web Site at <www.steeljoist.org> for a complete listing of SJI publications and a copy of the standard order form. Also, be sure to check the website for Education Seminars in your area. A. Catalog of Standard Specifications, Load Tables and Weight Tables for Steel Joists and Joist Girders B. The following TECHNICAL DIGESTS are also available from the Institute: No. 3 Structural Design of Steel Joist Roofs to Resist Ponding Loads (2006) No. 5 Vibration of Steel Joist - Concrete Slab Floors (1988) No. 6 Structural Design of Steel Joist Roofs to Resist Uplift Loads (2006) No. 8 Welding of Open Web Steel Joists (1983) No. 9 Handling and Erection of Steel Joists and Joist Girders (2006) No. 10 Design of Fire Resistive Assemblies with Steel Joists (2003) No. 11 Design of Joist Girder Frames (1999) C. 75-Year Steel Joist Manual (1928-2003) D. Computer Vibration Program E. SJI Video No. 1 – Introduction to Steel Joists F. SJI Video No. 2 – The Safe Erection of Steel Joists and Joist Girders (2001)

Open Web Steel Joists represent unitized construction. Upon arrival at the job site, the joists are ready immediately for proper installation. No forming, pouring, curing, or stripping is required. Furthermore, their light weight makes the erection procedure simple and fast. K-Series Joists are standardized regarding depths, spans, and load-carrying capacities. There are 64 separate designations in the Load Tables, representing joist depths from 8 inches (203 mm) through 30 inches (762 mm) in 2 inch (51 mm) increments and spans through 60 feet (18,288 mm). Standard K-Series Joists have a 2 1/2 inch (64 mm) end bearing depth so that, regardless of the overall joist depths, the tops of the joists lie in the same plane. The open webs in the joists permit the ready age and concealment of pipes, ducts and electric conduits within the depth of the floor. In high rise buildings this can result in a reduced overall building height, which translates into considerable cost savings. As soon as the joists are erected and bridged, with ends properly attached, a working platform is available for the immediate follow-up of allied trades; this allows field work to progress rapidly and efficiently. In combination with other materials, joists can provide fire resistive assemblies for both floors and roofs of buildings for nearly any hourly rating required. Appendix D, Fire Resistance Ratings, provides detailed information on this subject. There are no restrictions on the types, sizes or heights of buildings in which joists can be used. They can be found in the roof of the neighborhood convenience store as well as in your local Lowe’s, Home Depot, discount club, K-Mart, Target or Walmart.

INTRODUCTION TO LH- and DLH-SERIES INTRODUCTION TO K-SERIES Open Web Steel Joists, K-Series, were primarily developed to provide structural for floors and roofs of buildings. They possess the following advantages and features which have resulted in their wide use and acceptance throughout the United States and other countries.

Longspan and Deep Longspan Steel Joists are relatively light weight shop-manufactured steel trusses. Longspan Steel Joists are used in the direct of floor or roof slabs or decks between walls, beams, and main structural . Deep Longspan Steel Joists are used for the direct of roof slabs or decks between walls, beams, and main structural .

First and foremost, they are economical. For many types of buildings, no other products or methods for ing floors and roofs can compete with steel joists. The advantages listed in the following paragraphs all contribute to the overall economy of using Open Web Steel Joists.

The LH- and DLH-Series have been designed for the purpose of extending the use of joists to spans and loads in excess of those covered by Open Web Steel Joists, K-Series.

K-Series are light in weight – they possess an exceptionally high strength-to-weight ratio in comparison with other building materials. Coupled with their low price per pound, they contribute significantly to lower building costs. An additional economy stemming from their light weight is the fact that the structural materials ing the joists, such as beams and Joist Girders, columns, and the foundations themselves, can therefore be lighter, thus leading to even greater economies.

Deep Longspan Series Joists have been standardized in depths from 52 inches (1321 mm) through 72 inches (1829 mm), for clear spans up through 144 feet (43,891 mm).

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Longspan Series Joists have been standardized in depths from 18 inches (457 mm) through 48 inches (1219 mm), for clear spans through 96 feet (29,260 mm).


STEEL JOIST INSTITUTE STANDARD TYPES Longspan and Deep Longspan Steel Joists can be furnished with either under-slung or square ends, with parallel chords or with single or double pitched top chords to provide sufficient slope for roof drainage. Square end joists are primarily intended for bottom chord bearing. Sloped parallel-chord joists shall use span as defined by the length along the slope. The joist designation is determined by its nominal depth at the center of the span and by the chord size designation. The depth of the bearing seat at the ends of underslung LHand DLH-Series Longspan Joists has been established at 5 inches (127 mm) for chord section number 2 through 17. A bearing seat depth of 7 1/2 inches (191 mm) has been established for the DLH Series chord section number 18 and 19. All Longspan and Deep Longspan Steel Joists are fabricated with standardized camber as given in Table 103.6-1.

These have been standardized in the LRFD and ASD Weight Tables for depths from 20 inches (508 mm) to 120 inches (3048 mm), and spans to 120 feet (36,576 mm). Standardized camber is as shown in Table 1003.6-1 of the Specifications. Joist Girders are furnished with underslung ends and bottom chord extensions. The standard depth at the bearing ends has been established at 7 1/2 inches (191 mm) for all Joist Girders. Joist Girders are usually attached to the columns by bolting with two 3/4 inch diameter (19 mm) A325 bolts. A loose connection of the bottom chord to the column or other is recommended during erection in order to stabilize the bottom chord laterally and to help brace the Joist Girder against possible overturning. A vertical stabilizer plate shall be provided on each column for the bottom chord of the Joist Girder. The stabilizer plate shall be furnished by other than the joist manufacturer. “CAUTION”: If a rigid connection of the bottom chord is to be made to the column or other , it shall be made only after the application of the dead loads. The Joist Girder is then no longer simply ed and the system must be investigated for continuous frame action by the specifying professional*. Bearing details of joists on perimeter Joist Girders, or interior Joist Girders with unbalanced loads, should be designed such that the joist reactions through the centroid of the Joist Girder. The Weight Tables list the approximate weight in pounds per linear foot (kilograms per meter) for a Joist Girder ing the concentrated point loads shown. Please note that the weight of the Joist Girder must be included in the point load (See Specifications Section 1006 for examples). For calculating the approximate deflection or checking for ponding, the following formulas in U. S. Customary Units and Metric Units may be used in determining the approximate moment of inertia of a Joist Girder. IJG = 0.027 NPLd: where N = number of joist spaces; P = Total point load in kips (unfactored); L = Joist Girder length in feet; and d = effective depth of the Joist Girder in inches, or,

The illustrations above show Longspan and Deep Longspan Steel Joists with modified WARREN type web systems. However, the web systems may be any type, whichever is standard with the manufacturer furnishing the product.

INTRODUCTION TO JOIST GIRDERS

IJG = 0.3296 NPLd: where N = number of joist spaces; P = Total point load in kiloNewtons (unfactored); L = Joist Girder length in millimeters and d = effective depth of the Joist Girder in millimeters. The Joist Girder manufacturer should be ed when a more exact Joist Girder moment of inertia must be known. * For further reference, refer to Steel Joist Institute Technical Digest Number 11, “Design of Joist-Girder Frames”.

Joist Girders are open web steel trusses used as primary framing . They are designed as simple spans ing equally spaced concentrated loads for a floor or roof system. These concentrated loads are considered to act at the points of the Joist Girders. Joist Girders have been designed to allow for a growing need for longer span primary , coupled with a need for more efficient steel usage.

39


AMERICAN NATIONAL STANDARD SJI-K–1.1

STANDARD SPECIFICATIONS FOR OPEN WEB STEEL JOISTS, K-SERIES Adopted by the Steel Joist Institute November 4, 1985 Revised to November 10, 2003 - Effective March 01, 2005

SECTION 1.

SECTION 3.

SCOPE

MATERIALS

This specification covers the design, manufacture and use of Open Web Steel Joists, K-Series. Load and Resistance Factor Design (LRFD) and Allowable Strength Design (ASD) are included in this specification.

3.1 STEEL The steel used in the manufacture of chord and web sections shall conform to one of the following ASTM Specifications: • Carbon Structural Steel, ASTM A36/A36M.

SECTION 2.

DEFINITION The term “Open Web Steel Joists K-Series,” as used herein, refers to open web, parallel chord, load-carrying suitable for the direct of floors and roof decks in buildings, utilizing hot-rolled or cold-formed steel, including coldformed steel whose yield strength* has been attained by cold working. K-Series Joists shall be designed in accordance with this specification to the uniformly distributed loads given in the Standard Load Tables for Open Web Steel Joists, K-Series, attached hereto. The KCS Joist is a K-Series Joist which is provided to address the problem faced by specifying professionals when trying to select joists to uniform plus concentrated loads or other non-uniform loads. The design of chord sections for K-Series Joists shall be based on a yield strength of 50 ksi (345 MPa). The design of web sections for K-Series Joists shall be based on a yield strength of either 36 ksi (250 MPa) or 50 ksi (345 MPa). Steel used for K-Series Joists chord or web sections shall have a minimum yield strength determined in accordance with one of the procedures specified in Section 3.2, which is equal to the yield strength assumed in the design. * The term “Yield Strength” as used herein shall designate the yield level of a material as determined by the applicable method outlined in paragraph 13.1 “Yield Point”, and in paragraph 13.2 “Yield Strength”, of ASTM A370, Standard Test Methods and Definitions for Mechanical Testing of Steel Products, or as specified in paragraph 3.2 of this specification.

Standard Specifications and Load Tables, Open Web Steel Joists, K-Series, Steel Joist Institute - Copyright, 2005

40

• High-Strength, A242/A242M.

Low-Alloy

Structural

Steel,

ASTM

• High-Strength Carbon-Manganese Steel of Structural Quality, ASTM A529/A529M, Grade 50. • High-Strength Low-Alloy Columbium-Vanadium Structural Steel, ASTM A572/A572M, Grade 42 and 50. • High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa) Minimum Yield Point to 4 inches (100 mm) Thick, ASTM A588/A588M. • Steel, Sheet and Strip, High-Strength, Low-Alloy, HotRolled and Cold-Rolled, with Improved Corrosion Resistance, ASTM A606. • Steel, Sheet, Cold-Rolled, Carbon, Structural, HighStrength Low-Alloy and High-Strength Low-Alloy with Improved Formability, ASTM A1008/A1008M • Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability, ASTM A1011/A1011M or shall be of suitable quality ordered or produced to other than the listed specifications, provided that such material in the state used for final assembly and manufacture is weldable and is proved by tests performed by the producer or manufacturer to have the properties specified in Section 3.2.

3.2 MECHANICAL PROPERTIES The yield strength used as a basis for the design stresses prescribed in Section 4 shall be either 36 ksi (250 MPa) or 50 ksi (345 MPa). Evidence that the steel furnished meets or exceeds the design yield strength shall, if requested, be provided in the form of an affidavit or by witnessed or certified test reports. For material used without consideration of increase in yield strength resulting from cold forming, the specimens shall be taken from as-rolled material. In the case of material, the mechanical properties 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.


OPEN WEB STEEL JOISTS, K-SERIES 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, A529/A529M, A572/A572M, A588/A588M, whichever specification is applicable on the basis of design yield strength. The number of tests shall be as prescribed in ASTM A6/A6M for plates, shapes, and bars; and ASTM A606, A1008/A1008M and A1011/A1011M for sheet and strip. If as-formed strength is utilized, the test reports shall show the results of tests performed on full section specimens in accordance with the provisions of the AISI North American Specifications for the Design of Cold-Formed Steel Structural . 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 6 percent greater than the yield strength of the section. c) Where compression tests are used for acceptance and control purposes, the specimen shall withstand a gross shortening of 2 percent of its original length without cracking. The length of the specimen shall be not greater than 20 times the least radius of gyration. d) If any test specimen fails to 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 these specifications as simply ed, uniformly loaded trusses ing 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 that 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 . Design Basis: Designs shall be made according to the provisions in this Specification for either Load and Resistance Factor Design (LRFD) or for Allowable Strength Design (ASD). Load Combinations: LRFD: When load combinations are not specified to the joist manufacturer, the required stress shall be computed for the factored loads based on the factors and load combinations as follows: 1.4D 1.2D + 1.6 ( L, or Lr, or S, or R ) ASD: When load combinations are not specified to the joist manufacturer, the required stress shall be computed based on the load combinations as follows: D D + ( L, or Lr, or S, or R ) Where: D = dead load due to the weight of the structural elements and the permanent features of the structure L = live load due to occupancy and movable equipment Lr = roof live load S = snow load R = load due to initial rainwater or ice exclusive of the ponding contribution When special loads are specified and the specifying professional does not provide the load combinations, the provisions of ASCE 7, “Minimum Design Loads for Buildings and Other Structures” shall be used for LRFD and ASD load combinations.

41


OPEN WEB STEEL JOISTS, K-SERIES 4.2 DESIGN AND ALLOWABLE STRESSES Design Using Load and Resistance Factor Design (LRFD) Joists shall have their components so proportioned that the required stresses, fu, shall not exceed φ Fn where, fu

=

required stress

ksi (MPa)

Fn

=

nominal stress

ksi (MPa)

φ

=

resistance factor

φFn

=

design stress

Design Using Allowable Strength Design (ASD) Joists shall have their components so proportioned that the required stresses, f, shall not exceed Fn / Ω where, f

=

required stress

ksi (MPa)

Fn

=

nominal stress

ksi (MPa)

Ω

=

safety factor

Fn/Ω =

For cold-formed sections the method of calculating the nominal column strength is given in the AISI, North American Specification for the Design of Cold-Formed Steel Structural . (c) Bending: φb = 0.90 (LRFD) Ω b = 1.67 (ASD)

For chords and web other than solid rounds: Fy = 50 ksi (345 MPa)

allowable stress

(a) Tension: φt = 0.90 (LRFD) Ω = 1.67 (ASD) For Webs: Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa) Design Stress = 0.9Fy (LRFD)

(4.2-1)

Allowable Stress = 0.6Fy (ASD)

(4.2-2)

(b) Compression: φc = 0.90 (LRFD) Ω c = 1.67 (ASD)

≤ 4.71

Fcr = Q 0.658

> 4.71

E QFy

QFy

Fy

(4.2-8)


(4.2-9)

Design Stress = 1.45Fy (LRFD)

(4.2-10)


(4.2-11)

For bearing plates: Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa) Design Stress = 1.35Fy (LRFD)

(4.2-12)


(4.2-13)

4.3 MAXIMUM SLENDERNESS RATIOS

Fe

Design Stress = 0.9Fy (LRFD) For web of solid round cross section: Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa)

For Chords: Fy = 50 ksi (345 MPa)

For with l r

Use 1.2 l/rx for a crimped, first primary compression web member when a moment-resistant weld group is not used for this member; where rx = member radius of gyration in the plane of the joist.

Bending calculations are to be based on using the elastic section modulus.

Stresses:

For with l r

and the appropriate length for web , 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).

(4.2-3)

The slenderness ratio, l/r, where l is as used in Section 4.2 (b) and r is the corresponding least radius of gyration, shall not exceed the following: Top chord interior s . . . . . . . . . . . . . . . . . . . . . . . . . . . 90

E

Top chord end s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 120

QFy

Compression other than top chord . . . . . . . . 200 Fcr = 0.877Fe

(4.2-4)

4.4

Where Fe = Elastic buckling stress determined in accordance with Equation 4.2-5. Fe =

π E2 2

l

(a) Chords (4.2-5)

r

For hot-rolled sections, “Q” is the full reduction factor for slender compression elements. Design Stress = 0.9Fcr (LRFD)

(4.2-6)

Allowable Stress = 0.6Fcr (ASD)

(4.2-7)

In the above equations, l is taken as the distance in inches (millimeters) between points for the chord

42

Tension . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 240

The bottom chord shall be designed as an axially loaded tension member. The radius of gyration of the top chord about its vertical axis shall not be less than l/145 where l 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.


OPEN WEB STEEL JOISTS, K-SERIES The top chord shall be designed for only axial compressive stress when the length, l, does not exceed 24 inches (609 mm). When the 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 ASD: at the point: fa + fb ≤ 0.6Fy at the mid :

for

For LRFD: at the point: fau + fbu at the mid :

for

8 fau + φ cFcr 9

1–

for

fau φ cFcr

≥ 0.2, for

Cmfbu fau φ cFe

≤ 1.0

(4.4-2)

Qφ bFy

Cmfbu

1–

fa 8 + Fa 9

(4.4-1)

fau φ cFe

≥ 0.2, Cmfb

1.67fa 1– Fe

QFb

≤1.0 (4.4-5)

fa < 0.2, Fa

Cmfb

1.67fa 1– Fe

≤1.0 (4.4-6) QFb

fa = P/A = Required compressive stress, ksi (MPa)

≤ 1.0

fa + 2Fa

fau < 0.2, φcFcr

fau + 2φ c Fcr

≤ 0.9Fy

fa Fa

(4.4-4)

(4.4-3)

Qφ bFy

fau = Pu /A = Required compressive stress, ksi (MPa)

P = Required axial strength using ASD load combinations, kips (N) fb = M/S = Required bending stress at the location under consideration, ksi (MPa) M = Required flexural strength using ASD load combinations, kip-in. (N-mm)

Pu = Required axial strength using LRFD load combinations, kips (N)

S = Elastic Section Modulus, in.3 (mm3)

fbu = Mu/S = Required bending stress at the location under consideration, ksi (MPa)

Fa = Allowable axial compressive stress based on l/r as defined in Section 4.2(b), ksi (MPa)

Mu = Required flexural strength using LRFD load combinations, kip-in. (N-mm)

Cm = 1 - 0.50 fa/Fe for end s


Cm = 1 - 0.67 fa/Fe for interior s

Fcr = Nominal axial compressive stress in ksi (MPa) based on l/ r as defined in Section 4.2(b), Cm = 1 - 0.3 fau/φFe for end s Cm = 1 - 0.4 fau/φFe for interior s Fy = Specified minimum yield strength, ksi (MPa) Fe =

2

π E2 l

, ksi (MPa)

rx

Where l is the length, in inches (millimeters), as defined in Section 4.2(b) and rx is the radius of gyration about the axis of bending. Q = Form factor defined in Section 4.2(b) A = Area of the top chord,

in.2

(mm2)

Fb = Allowable bending stress; 0.6Fy, ksi (MPa)

(b) Web The vertical shears to be used in the design of the web 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 may be investigated using the provisions of Section 4.4(a), letting Cm = 0.4 when bending due to eccentricity produces reversed curvature. Interior vertical web used in modified Warren type web systems shall be designed to resist the gravity loads ed by the member plus an additional axial load of 1/2 of 1.0 percent of the top chord axial force. (c) Extended Ends The magnitude and location of the loads to be ed, deflection requirements, and proper bracing of extended

43


OPEN WEB STEEL JOISTS, K-SERIES top chords or full depth cantilever ends shall be clearly indicated on the structural drawings.

4.5 CONNECTIONS (a) Methods Joist connections and splices shall be made by attaching the to one another by arc or resistance welding or other accredited methods. (1) Welded Connections a) Selected welds shall be inspected visually by the manufacturer. Prior to this inspection, weld slag shall be removed. b) Cracks are not acceptable and shall be repaired. c) Thorough fusion shall exist between weld and base metal for the required design length of the weld; such fusion shall be verified by visual inspection. d) Unfilled weld craters shall not be included in the design length of the weld.

connected at a t shall have their centroidal axes meet at a point if practical. Otherwise, due consideration shall be given to the effect of eccentricity. In no case shall eccentricity of any web member at a t exceed 3/4 of the over-all dimension, measured in the plane of the web, of the largest member connected. The eccentricity of any web member shall be the perpendicular distance from the centroidal axis of that web member to the point on the centroidal axis of the chord which is vertically above or below the intersection of the centroidal axes of the web forming the t. Ends of joists shall be proportioned to resist bending produced by eccentricity at the .

4.6 CAMBER Joists shall have approximate camber in accordance with the following: TABLE 4.6-1 Top Chord Length

Approximate Camber

e) Undercut shall not exceed 1/16 inch (2 millimeters) for welds oriented parallel to the principal stress.

20'-0"

(6096 mm)

1/4"

(6 mm)

30'-0"

(9144 mm)

3/8"

(10 mm)

f) The sum of surface (piping) porosity diameters shall not exceed 1/16 inch (2 millimeters) in any 1 inch (25 millimeters) of design weld length.

40'-0"

(12192 mm)

5/8"

(16 mm)

50'-0"

(15240 mm)

1"

(25 mm)

60'-0"

(18288 mm)

1 1/2"

(38 mm)

g) Weld spatter that does not interfere with paint coverage is acceptable. (2) Welding Program Manufacturers shall have a program for establishing weld procedures and operator qualification, and for weld sampling and testing. (See Technical Digest #8 Welding of Open Web Steel Joists.) (3) Weld Inspection by Outside Agencies (See Section 5.12 of these specifications) The agency shall arrange for visual inspection to determine that welds meet the acceptance standards of Section 4.5(a)(1) above. Ultrasonic, X-Ray, and magnetic particle testing are inappropriate for joists due to the configurations of the components and welds. (b) Strength (1) t Connections - t connections shall be capable of withstanding forces due to an ultimate load equal to at least 1.35 times the LRFD, or 2.0 times the ASD load shown in the applicable Standard Load Table. (2) Shop Splices – Splices may occur at any point in chord or web . containing a butt weld splice shall develop an ultimate tensile force of at least 57 ksi (393 MPa) times the full design area of the chord or web. The term “member” shall be defined as all component parts comprising the chord or web, at the point of the splice.

44

(c) Eccentricity

The specifying professional shall give consideration to coordinating joist camber with adjacent framing.

4.7 VERIFICATION OF DESIGN AND MANUFACTURE (a) Design Calculations Companies manufacturing K-Series Joists shall submit design data to the Steel Joist Institute (or an independent agency approved by the Steel Joist Institute) for verification of compliance with the SJI Specifications. Design data shall be submitted in detail and in the format specified by the Institute. (b) Tests of Chord and Web Each manufacturer shall, at the time of design review by the Steel Joist Institute or other independent agency, by tests that the design, in accordance with Sections 4.1 through 4.5 of this specification, will provide the theoretical strength of critical . Such tests shall be evaluated considering the actual yield strength of the of the test joists. Material tests for determining mechanical properties of component shall be conducted. (c) Tests of ts and Connections Each manufacturer shall by shear tests on representative ts of typical joists that connections will meet the provision of Section 4.5(b). Chord and web member may be reinforced for such tests.


OPEN WEB STEEL JOISTS, K-SERIES (d) In-Plant Inspections Each manufacturer shall 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.

SECTION 5.

APPLICATION 5.1 USAGE These specifications shall apply to any type of structure where floors and roofs are to be ed directly by steel joists installed as hereinafter specified. Where joists are used other than on simple spans under uniformly distributed loading as prescribed in Section 4.1, they shall be investigated and modified if necessary to limit the required stresses to those listed in Section 4.2. CAUTION: If a rigid connection of the bottom chord is to be made to the column or other , it shall be made only after the application of the dead loads. The joist is then no longer simply ed, and the system must be investigated for continuous frame action by the specifying professional. The designed detail of a rigid type connection and moment plates shall be shown on the structural drawings by the specifying professional. The moment plates shall be furnished by other than the joist manufacturer.

5.2 SPAN The span of a joist shall not exceed 24 times its depth.

5.3 END S (a) Masonry and Concrete K-Series Joists ed by masonry or concrete are to bear on steel bearing plates and shall be designed as steel bearing. Due consideration of the end reactions and all other vertical or lateral forces shall be taken by the specifying professional in the 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 millimeters) over the masonry or concrete 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 6 inches (152 millimeters) 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. Where it is deemed necessary to bear less than 4 inches (102 millimeters) over the masonry or concrete ,

special consideration is to be given to the design of the steel bearing plate and the masonry or concrete by the specifying professional. The joists must bear a minimum of 2 1/2 inches (64 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 . The ends of K-Series Joists shall extend a distance of not less than 2 1/2 inches (64 millimeters) over the steel s.

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 . Attachments to the joist chords shall be made by welding or mechanical means and shall be capable of resisting a nominal (unfactored) horizontal force of not less than 700 pounds (3114 Newtons). The ratio of unbraced length to least radius of gyration, l/r, of the bridging member shall not exceed 300, where l is the distance in inches (millimeters) between attachments and r is the least radius of gyration of the bridging member. (b) Diagonal Diagonal bridging shall consist of cross-bracing with a l/r ratio of not more than 200, where l is the distance in inches (millimeters) between connections and r is the least radius of gyration of the bracing member. Where crossbracing are connected at their point of intersection, the l distance shall be taken as the distance in inches (millimeters) between connections at the point of intersection of the bracing and the connections to the chord of the joists. Connections to the chords of steel joists shall be made by positive mechanical means or by welding. (c) Quantity and Spacing 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 Section 4.4(a). 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. (d) Bottom Chord Bearing Joists Where bottom chord bearing joists are utilized, a row of diagonal bridging shall be provided near the (s). This bridging shall be installed and anchored before the hoisting cable(s) is released.

45


OPEN WEB STEEL JOISTS, K-SERIES TABLE 5.4-1 U. S. 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 feet - See “Definition of Span” preceding Load Table. *Section Number

One Row

Two Rows

Three Rows

Four Rows

Five Rows

#1

Up thru 16

Over 16 thru 24

Over 24 thru 28

#2

Up thru 17

Over 17 thru 25

Over 25 thru 32

#3

Up thru 18

Over 18 thru 28

Over 28 thru 38

Over 38 thru 40

#4

Up thru 19

Over 19 thru 28

Over 28 thru 38

Over 38 thru 48

#5

Up thru 19

Over 19 thru 29

Over 29 thru 39

Over 39 thru 50

#6

Up thru 19

Over 19 thru 29

Over 29 thru 39

Over 39 thru 51

Over 51 thru 56

#7

Up thru 20

Over 20 thru 33

Over 33 thru 45

Over 45 thru 58

Over 58 thru 60

Over 50 thru 52

#8

Up thru 20

Over 20 thru 33

Over 33 thru 45

Over 45 thru 58

Over 58 thru 60

#9

Up thru 20

Over 20 thru 33

Over 33 thru 46

Over 46 thru 59

Over 59 thru 60

#10

Up thru 20

Over 20 thru 37

Over 37 thru 51

Over 51 thru 60

#11

Up thru 20

Over 20 thru 38

Over 38 thru 53

Over 53 thru 60

#12

Up thru 20

Over 20 thru 39

Over 39 thru 53

Over 53 thru 60

* Last digit(s) of joist designation shown in Load Table ** See Section 5.11 for additional bridging required for uplift design.

TABLE 5.4-2 METRIC UNITS

NUMBER OF ROWS OF TOP CHORD BRIDGING** Refer to the K-Series Metric Load Table and Specification Section 6 for required bolted diagonal bridging. Distances are Joist Span lengths in millimeters - See “Definition of Span” preceding Load Table. *Section Number

One Row

Two Rows

Three Rows

#1

up thru 4877

Over 4877 thru 7315

Over 7315 thru 8534

#2

up thru 5182

Over 5182 thru 7620

#3

up thru 5486

Over 5486 thru 8534

Five Rows

Over 7620 thru 9754 Over 8534 thru 11582

Over 11582 thru 12192

#4

up thru 5791

Over 5791 thru 8534

Over 8534 thru 11582

Over 11582 thru 14630

#5

up thru 5791

Over 5791 thru 8839


Over 11887 thru 15240

Over 15240 thru 15850

#6

up thru 5791

Over 5791 thru 8839


Over 11887 thru 15545

Over 15545 thru 17069

#7

up thru 6096


Over 10058 thru 13716

Over 13716 thru 17678

Over 17678 thru 18288

#8

up thru 6096


Over 10058 thru 13716

Over 13716 thru 17678

Over 17678 thru 18288 Over 17983 thru 18288

#9

up thru 6096


Over 10058 thru 14021

Over 14021 thru 17983

#10

up thru 6096


Over 11278 thru 15545

Over 15545 thru 18288

#11

up thru 6096


Over 11582 thru 16154

Over 16154 thru 18288

#12

up thru 6096


Over 11887 thru 16154

Over 16154 thru 18288

* Last digit(s) of joist designation shown in Load Table ** See Section 5.11 for additional bridging required for uplift design.

46

Four Rows


OPEN WEB STEEL JOISTS, K-SERIES 5.5 INSTALLATION OF BRIDGING Bridging shall 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.

5.6 END ANCHORAGE (a) Masonry and Concrete 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 millimeters) fillet welds 1 inch (25 millimeters) long, or with two 1/2 inch (13 millimeters) ASTM A307 bolts, or the equivalent. (b) Steel Ends of K-Series Joists resting on steel s shall be attached thereto with a minimum of two 1/8 inch (3 millimeters) fillet welds 1 inch (25 millimeters) long, or with two 1/2 inch (13 millimeters) ASTM A307 bolts, or the equivalent. When K-Series Joists are used to provide lateral stability to the ing 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).

5.7 JOIST SPACING 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.

5.8 FLOOR AND ROOF DECKS (a) Material Floor and roof decks may consist of cast-in-place or precast concrete or gypsum, formed steel, wood, or other suitable material capable of ing the required load at the specified joist spacing. (b) Thickness

(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 millimeters), and shall be capable of resisting a nominal (unfactored) lateral force of not less than 300 pounds (1335 Newtons), i.e., 100 plf (1.46 kN/m). (f) Wood Nailers Where wood nailers are used, such nailers in conjunction with deck or slab shall be attached to the top chords of the joists in conformance with Section 5.8(e). (g) Joist With Standing Seam Roofing The stiffness and strength of standing-seam roof clips varies from one manufacturer to another. Therefore, some roof systems cannot be counted on to provide lateral stability to the joists which the roof. Sufficient stability must be provided to brace the joists laterally under the full design load. The compression chord must resist the chord axial design force in the plane of the joist (i.e., x-x axis buckling) and out of the plane of the joist (i.e., y-y axis buckling). Out-of-plane strength may be achieved by adjusting the bridging spacing and/or increasing the compression chord area, the joist depth, and the y-axis radius of gyration. The effective slenderness ratio in the y-direction equals 0.94 L/ry; where L is the bridging spacing in inches (millimeters). The maximum bridging spacing may not exceed that specified in Section 5.4(c). Horizontal bridging attached to the compression chords and their anchorage’s must be designed for a compressive axial force of 0.0025nP, where n is the number of joists between end anchors and P is the chord design force in kips (Newtons). The attachment force between the horizontal bridging member and the compression chord is 0.005P. Horizontal bridging attached to the tension chords shall be proportioned so that the slenderness ratio between attachments does not exceed 300. Diagonal bridging shall be proportioned so that the slenderness ratio between attachments does not exceed 200.

Cast-in-place slabs shall be not less than 2 inches (51 millimeters) thick. (c) Centering Centering for cast-in-place slabs may be ribbed metal lath, corrugated steel sheets, paper-backed welded wire fabric, removable centering or any other suitable material capable of ing 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.

47


OPEN WEB STEEL JOISTS, K-SERIES 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* The ponding investigation shall be performed by the specifying professional. * For further reference, refer to Steel Joist Institute Technical Digest #3, “Structural Design of Steel Joist Roofs to Resist Ponding Loads” and AISC Specifications.

5.11 UPLIFT Where uplift forces due to wind are a design requirement, these forces must be indicated on the contract drawings in 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 must be considered in the design of joists and/or bridging. A single line of bottom chord bridging must be provided near the first bottom chord 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 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 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 joists at the manufacturing shop by the purchaser’s inspectors at purchaser’s expense.

5.13 PARALLEL CHORD SLOPED JOISTS 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.

48

SECTION 6.*

ERECTION STABILITY AND HANDLING When it is necessary for the erector to climb on the joists, extreme caution must be exercised since unbridged joists may exhibit some degree of instability under the erector’s weight. (a) Stability Requirements 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 s. 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 must be snug tightened. The snug tight condition is defined as the tightness that exists when all plies of a t are in firm . This may be attained by a few impacts of an impact wrench or the full effort of an employee using an ordinary spud wrench. 2) 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. * For a thorough coverage of this topic, refer to SJI Technical Digest #9, “Handling and Erection of Steel Joists and Joist Girders”. 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 must be restrained laterally per Section 5.4(d). 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 s in accordance with Section 5.6 End Anchorage.


OPEN WEB STEEL JOISTS, K-SERIES (b) Landing and Placing Loads 1) Except as stated in paragraphs 6(b)(3) and 6(b)(4) of this section, no “construction loads”(1) are allowed on the steel joists until all bridging is installed and anchored, and all joist bearing ends are attached. 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. (1)

See Appendix E for definition of “construction load”. A copy of the OSHA Steel Erection Standard §1926.757, Open Web Steel Joists, is included in Appendix E for reference purposes.

4) No bundle of deck may 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:

(c) Field Welding 1) All field welding shall be performed in accordance with the contract documents. Field welding shall not damage the joists. 2) On cold-formed 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. (e) Fall Arrest Systems Steel joists shall not be used as anchorage points for a fall arrest system unless written direction to do so is obtained from a “qualified person” (2). (2)

See Appendix E for OSHA definition of “qualified person”.

a) The contractor has first determined from a “qualified person” (2) and documented in a site-specific erection plan that the structure or portion of the structure is capable of ing the load; b) The bundle of decking is placed on a minimum of 3 steel joists; c) The joists ing 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. g) The edge of the construction load shall be placed within 1 foot (0.30 meters) of the bearing surface of the joist end.

49


OPEN WEB STEEL JOISTS, K-SERIES DEFINITION OF SPAN (U. S. Customary Units)

CL

SPAN BEARING LENGTH

BEARING LENGTH

CL

SPAN BEARING LENGTH

BEARING LENGTH

SPAN BEARING LENGTH

BEARING LENGTH

NOTES: 1) DESIGN LENGTH = SPAN - 0.33 FT. 2) BEARING LENGTH FOR STEEL S SHALL NOT BE LESS THAN 2 1/2 INCHES; FOR MASONRY AND CONCRETE NOT LESS THAN 4 INCHES. 3) PARALLEL CHORD JOISTS INSTALLED TO A SLOPE GREATER THAN 1/2 INCH PER FOOT SHALL USE SPAN DEFINED BY THE LENGTH ALONG THE SLOPE.

50

SEAT DEPTH

CL


OPEN WEB STEEL JOISTS, K-SERIES

STANDARD LRFD LOAD TABLE Based on a 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute May 1, 2000 Revised to November 10, 2003 – Effective March 01, 2005 The black figures in the following table give the TOTAL safe factored uniformly distributed load-carrying capacities, in pounds per linear foot, of LRFD K-Series Steel Joists. The weight of factored DEAD loads, including the joists, must be deducted to determine the factored LIVE load-carrying capacities of the joists. Sloped parallel-chord joists shall use span as defined by the length along the slope. The figures shown in RED in this load table are the unfactored nominal LIVE loads per linear foot of joist which will produce an approximate deflection of 1/360 of the span. LIVE loads which will produce a deflection of 1/240 of the span may be obtained by multiplying the figures in RED by 1.5. In no case shall the TOTAL load capacity of the joists be exceeded.

The approximate joist weights per linear foot shown in these tables do not include accessories. The approximate moment of inertia of the joist, in inches4 is; Ij = 26.767(WLL)(L3)(10-6), where WLL= RED figure in the Load Table and L = (Span - 0.33) in feet. For the proper handling of concentrated and/or varying loads, see Section 6.1 in the Code of Standard Practice for Steel Joists and Joist Girders. Where the joist span exceeds the unshaded area of the Load Table, the row of bridging nearest the mid span shall be diagonal bridging with bolted connections at the chords and intersections.

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 Designation Depth (in.) Approx. Wt (lbs./ft.) Span (ft.) 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32

8K1

10K1

12K1

12K3

12K5

14K1

14K3

14K4

14K6

16K3

16K4

16K5

16K6

16K7

8

10

12

12

12

14

14

14

14

16

16

16

16

16

16

16

5.1

5.0

5.0

5.7

7.1

5.2

6.0

6.7

7.7

5.5

6.3

7.0

7.5

8.1

8.6

10.0

825 550 825 510 750 425 651 344 570 282 504 234 448 197 402 167 361 142 327 123 298 106 271 93 249 81

825 550 825 510 825 463 814 428 714 351 630 291 561 245 502 207 453 177 409 153 373 132 340 116 312 101

825 550 825 510 825 463 825 434 825 396 825 366 760 317 681 269 613 230 555 198 505 172 462 150 423 132

825 550 766 475 672 390 592 324 528 272 472 230 426 197 385 170 351 147 321 128 294 113 270 100 249 88 231 79 214 70

825 550 825 507 825 467 742 404 661 339 592 287 534 246 483 212 439 184 402 160 367 141 339 124 313 110 289 98 270 88

825 550 825 507 825 467 825 443 795 397 712 336 642 287 582 248 529 215 483 188 442 165 408 145 376 129 349 115 324 103

825 550 825 507 825 467 825 443 825 408 825 383 787 347 712 299 648 259 592 226 543 199 501 175 462 156 427 139 397 124

825 550 768 488 684 409 612 347 552 297 499 255 454 222 415 194 381 170 351 150 324 133 300 119 279 106 259 95 241 86 226 78 213 71

825 550 825 526 762 456 682 386 615 330 556 285 505 247 462 216 424 189 390 167 360 148 334 132 310 118 289 106 270 96 252 87 237 79

825 550 825 526 825 490 820 452 739 386 670 333 609 289 556 252 510 221 469 195 433 173 402 155 373 138 348 124 324 112 304 101 285 92

825 550 825 526 825 490 825 455 825 426 754 373 687 323 627 282 576 248 529 219 489 194 453 173 421 155 391 139 366 126 342 114 321 103

825 550 825 526 825 490 825 455 825 426 822 405 747 351 682 307 627 269 576 238 532 211 493 188 459 168 427 151 399 137 373 124 349 112

825 550 825 526 825 490 825 455 825 426 825 406 825 385 760 339 697 298 642 263 592 233 549 208 510 186 475 167 444 151 415 137 388 124

825 550 825 526 825 490 825 455 825 426 825 406 825 385 825 363 825 346 771 311 711 276 658 246 612 220 570 198 532 178 498 161 466 147

825 550 825 550 825 480 798 377 666 288 565 225 486 179 421 145 369 119

825 550 825 542 825 455 718 363 618 289 537 234 469 192 415 159 369 134 331 113 298 97

16K2

16K9

51



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 Designation Depth (In.) Approx. Wt. (lbs./ft.)

18K3

18K4

18K5

18K6

18K7

20K3

20K4

20K5

20K6

22K4

22K5

22K6

22K7

18

18

18

18

18

18K9 18K10

18

18

20

20

20

20

20K7 20K9 20K10

20

20

20

22

22

22

22

22K9 22K10 22K11

22

22

22

6.6

7.2

7.7

8.5

9

10.2

11.7

6.7

7.6

8.2

8.9

9.3

10.8

12.2

8

8.8

9.2

9.7

11.3

12.6

13.8

825 550 771 494 694 423 630 364 573 316 523 276 480 242 441 214 408 190 378 169 351 151 327 136 304 123 285 111 267 101 252 92 237 84 223 77 211 70

825 550 825 523 825 490 759 426 690 370 630 323 577 284 532 250 492 222 454 198 423 177 394 159 367 144 343 130 322 118 303 108 285 98 268 90 253 82

825 550 825 523 825 490 825 460 777 414 709 362 651 318 600 281 553 249 513 222 477 199 444 179 414 161 387 146 363 132 342 121 321 110 303 101 286 92

825 550 825 523 825 490 825 460 825 438 774 393 709 345 652 305 603 271 558 241 519 216 483 194 451 175 421 158 396 144 372 131 349 120 330 110 312 101

825 550 825 523 825 490 825 460 825 438 825 418 789 382 727 337 672 299 622 267 577 239 538 215 502 194 469 175 441 159 414 145 390 132 367 121 348 111

825 550 825 523 825 490 825 460 825 438 825 418 825 396 825 377 807 354 747 315 694 282 646 254 603 229 564 207 529 188 498 171 468 156 441 143 417 132

825 550 825 523 825 490 825 460 825 438 825 418 825 396 825 377 825 361 825 347 822 331 766 298 715 269 669 243 627 221 589 201 555 184 523 168 495 154

775 517 702 453 639 393 583 344 535 302 493 266 456 236 421 211 391 189 364 170 340 153 318 138 298 126 280 114 264 105 249 96 235 88 222 81 211 74 199 69 190 64

825 550 825 520 771 461 703 402 645 353 594 312 549 277 508 247 472 221 439 199 411 179 384 162 360 147 339 134 318 122 300 112 283 103 268 95 255 87 241 81 229 75

825 550 825 520 825 490 793 451 727 396 669 350 618 310 573 277 532 248 495 223 462 201 433 182 406 165 381 150 358 137 339 126 319 115 303 106 286 98 271 90 258 84

825 550 825 520 825 490 825 468 792 430 729 380 673 337 624 301 579 269 540 242 504 218 471 198 442 179 415 163 391 149 369 137 348 125 330 115 312 106 297 98 282 91

825 550 825 520 825 490 825 468 825 448 811 421 750 373 694 333 645 298 601 268 561 242 525 219 492 199 463 181 435 165 411 151 388 139 367 128 348 118 330 109 313 101

825 550 825 520 825 490 825 468 825 448 825 426 825 405 825 389 775 353 723 317 675 286 631 259 592 235 556 214 523 195 493 179 466 164 441 151 418 139 397 129 376 119

825 550 825 520 825 490 825 468 825 448 825 426 825 405 825 389 825 375 825 359 799 336 748 304 702 276 660 251 621 229 585 210 553 193 523 178 496 164 471 151 447 140

825 548 777 491 712 431 657 381 606 338 561 301 522 270 486 242 453 219 424 198 397 180 373 164 352 149 331 137 313 126 297 116 280 107 267 98 253 91 241 85 229 79 219 73 208 68

825 548 825 518 804 483 739 427 682 379 633 337 588 302 547 272 511 245 478 222 448 201 421 183 397 167 373 153 354 141 334 130 316 119 300 110 285 102 271 95 259 88 247 82 235 76

825 548 825 518 825 495 805 464 744 411 688 367 640 328 597 295 556 266 520 241 489 219 459 199 432 182 408 167 385 153 364 141 345 130 327 120 310 111 295 103 282 96 268 89 256 83

825 548 825 518 825 495 825 474 825 454 768 406 712 364 664 327 619 295 580 267 544 242 511 221 481 202 454 185 429 169 406 156 384 144 364 133 346 123 330 114 313 106 300 99 286 92

825 548 825 518 825 495 825 474 825 454 825 432 825 413 798 387 745 349 697 316 654 287 615 261 579 239 546 219 516 201 487 185 462 170 438 157 417 146 396 135 378 126 360 117 343 109

825 548 825 518 825 495 825 474 825 454 825 432 825 413 825 399 825 385 825 369 775 337 729 307 687 280 648 257 612 236 579 217 549 200 520 185 495 171 471 159 448 148 427 138 408 128

825 548 825 518 825 495 825 474 825 454 825 432 825 413 825 399 825 385 825 369 823 355 798 334 774 314 741 292 700 269 663 247 628 228 595 211 565 195 538 181 513 168 489 157 466 146

Span (ft.) 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44

52



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 Designation Depth (In.) Approx. Wt. (lbs./ft.)

24K4

24K5

24K6

24K7

24K8

24K9

24K10

24K12

26K5

26K6

26K7

26K8

26K9

26K10

24

24

24

24

24

24

24

24

26

26

26

26

26

26

26K12 26

8.4

9.3

9.7

10.1

11.5

12.0

13.1

16.0

9.8

10.6

10.9

12.1

12.2

13.8

16.6

780 516 718 456 663 405 615 361 571 323 531 290 496 262 465 237 435 215 409 196 385 179 363 164 343 150 324 138 307 128 292 118 277 109 264 101 252 94 240 88 229 82 219 76 208 71 199 67 192 63

825 544 810 511 748 453 693 404 643 362 600 325 559 293 523 266 490 241 462 220 435 201 409 184 387 169 366 155 346 143 328 132 312 122 297 114 283 106 270 98 258 92 246 86 235 80 225 75 216 70

825 544 825 520 814 493 754 439 700 393 652 354 609 319 570 289 535 262 502 239 472 218 445 200 421 183 399 169 378 156 358 144 340 133 324 124 309 115 294 107 280 100 268 93 256 87 246 82 235 77

825 544 825 520 825 499 825 479 781 436 727 392 679 353 636 320 595 290 559 265 526 242 496 221 469 203 444 187 421 172 399 159 379 148 361 137 343 127 328 118 313 110 298 103 286 97 274 90 262 85

825 544 825 520 825 499 825 479 825 456 804 429 750 387 702 350 658 318 619 289 582 264 549 242 519 222 490 205 465 189 441 174 420 161 399 150 379 139 363 130 346 121 330 113 316 106 303 99 291 93

825 544 825 520 825 499 825 479 825 456 825 436 816 419 765 379 717 344 673 313 634 286 598 262 565 241 534 222 507 204 480 189 456 175 435 162 414 151 394 140 376 131 360 122 345 114 330 107 316 101

825 544 825 520 825 499 825 479 825 456 825 436 825 422 825 410 823 393 798 368 753 337 709 308 670 283 634 260 601 240 570 222 541 206 516 191 490 177 468 165 447 154 427 144 408 135 391 126 375 118

825 544 825 520 825 499 825 479 825 456 825 436 825 422 825 410 823 393 798 368 774 344 751 324 730 306 711 290 691 275 673 261 657 247 640 235 625 224 609 213 580 199 555 185 531 174 508 163 487 153

813 535 753 477 699 427 651 384 607 346 568 314 534 285 501 259 472 237 445 217 420 199 397 183 376 169 357 156 340 145 322 134 307 125 294 116 280 108 268 101 256 95 246 89 235 83 225 78 216 73 208 69 199 65

825 541 820 519 762 464 709 417 661 377 619 341 580 309 546 282 514 257 484 236 457 216 433 199 411 184 390 170 370 157 352 146 336 136 319 126 306 118 291 110 279 103 267 96 256 90 246 85 235 80 226 75 217 71

825 541 825 522 825 501 790 463 738 417 690 378 648 343 609 312 573 285 540 261 510 240 483 221 457 204 433 188 412 174 393 162 373 150 357 140 340 131 325 122 310 114 298 107 285 100 274 94 262 89 252 83 243 79

825 541 825 522 825 501 825 479 816 457 763 413 715 375 672 342 633 312 597 286 564 263 534 242 505 223 480 206 456 191 433 177 412 164 394 153 376 143 360 133 343 125 328 117 315 110 303 103 291 97 279 91 268 86

825 541 825 522 825 501 825 479 825 459 825 444 778 407 732 370 688 338 649 310 613 284 580 262 550 241 522 223 496 207 472 192 450 178 429 166 409 155 391 145 375 135 358 127 343 119 330 112 316 105 304 99 292 93

825 541 825 522 825 501 825 479 825 459 825 444 823 431 798 404 774 378 751 356 729 334 690 308 654 284 619 262 589 243 561 225 534 210 508 195 486 182 465 170 444 159 426 149 408 140 391 131 375 124 361 116 346 110

825 541 825 522 825 501 825 479 825 459 825 444 823 431 798 404 774 378 751 356 730 334 711 315 691 299 673 283 657 269 640 256 625 244 610 232 597 222 583 212 570 203 553 192 529 180 508 169 487 159 469 150 451 142

Span (ft.) 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52

53



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 Designation Depth (In.) Approx. Wt. (lbs./ft.) Span (ft.) 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60

54

28K6

28K7

28K8

28K9

28K10

28K12

30K7

30K8

30K9

30K10

30K11

28

28

28

28

28

28

30

30

30

30

30

30

11.4

11.8

12.7

13.0

14.3

17.1

12.3

13.2

13.4

15.0

16.4

17.6

822 541 766 486 715 439 669 397 627 361 589 329 555 300 523 275 495 252 468 232 444 214 420 198 399 183 379 170 361 158 345 147 330 137 315 128 301 120 288 112 276 105 265 99 255 93 244 88 235 83 226 78 217 74 210 70 202 66

825 543 825 522 796 486 745 440 699 400 657 364 618 333 583 305 550 280 522 257 493 237 469 219 445 203 424 189 403 175 385 163 367 152 351 142 336 133 321 125 309 117 295 110 283 103 273 97 262 92 252 87 243 82 234 77 226 73

825 543 825 522 825 500 825 480 772 438 726 399 684 364 645 333 609 306 576 282 546 260 519 240 492 222 468 206 445 192 426 179 406 167 388 156 372 146 355 136 340 128 327 120 313 113 301 106 289 100 279 95 268 89 259 85 249 80

825 543 825 522 825 500 825 480 823 463 790 432 744 395 702 361 663 332 627 305 594 282 564 260 535 241 510 224 486 208 463 194 442 181 423 169 405 158 387 148 370 139 355 130 342 123 328 115 315 109 304 103 292 97 282 92 271 87

825 543 825 522 825 500 825 480 823 463 798 435 774 410 751 389 730 366 711 344 691 325 670 306 636 284 606 263 576 245 550 228 525 212 501 198 480 186 459 174 441 163 423 153 405 144 390 136 375 128 360 121 348 114 334 108 322 102

825 543 825 522 825 500 825 480 823 463 798 435 774 410 751 389 730 366 711 344 691 325 673 308 657 291 640 277 625 264 610 252 597 240 583 229 570 219 558 210 547 201 535 193 525 185 507 175 487 165 469 156 451 147 435 139 420 132

825 543 801 508 751 461 706 420 664 384 627 351 592 323 559 297 531 274 504 253 478 234 454 217 433 202 414 188 394 176 376 164 361 153 345 144 331 135 318 127 304 119 292 112 282 106 271 100 261 94 252 89 243 84 234 80 226 76 219 72 211 69

825 543 825 520 823 500 780 460 735 420 693 384 654 353 619 325 586 300 556 277 529 256 502 238 480 221 457 206 436 192 417 179 399 168 382 157 366 148 351 139 337 130 324 123 312 116 300 109 288 103 277 98 268 92 259 88 250 83 241 79 234 75

825 543 825 520 823 500 798 468 774 441 751 415 712 383 673 352 639 325 606 300 576 278 547 258 522 240 498 223 475 208 454 195 435 182 415 171 399 160 382 150 367 141 352 133 339 126 327 119 313 112 303 106 292 100 282 95 271 90 262 86 253 81

825 543 825 520 823 500 798 468 774 441 751 415 730 392 711 374 691 353 673 333 657 315 640 300 619 282 591 263 564 245 538 229 516 214 493 201 472 188 454 177 436 166 418 157 402 148 387 140 373 132 360 125 346 118 334 112 322 106 312 101 301 96

825 543 825 520 823 500 798 468 774 441 751 415 730 392 711 374 691 353 673 333 657 315 640 300 625 284 610 270 597 258 583 246 570 236 558 226 543 215 520 202 499 190 480 179 462 169 444 159 427 150 412 142 397 135 384 128 370 121 358 115 346 109

825 543 825 520 823 500 798 468 774 441 751 415 730 392 711 374 691 353 673 333 657 315 640 300 625 284 610 270 597 258 583 246 570 236 558 226 547 216 535 207 525 199 514 192 504 184 495 177 486 170 468 161 451 153 435 145 420 137 406 130 393 124

30K12



STANDARD ASD LOAD TABLE Based on a 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute November 4, 1985 Revised to November 10, 2003 - Effective March 01, 2005 The black figures in the following table give the TOTAL safe uniformly distributed load-carrying capacities, in pounds per linear foot, of ASD K-Series Steel Joists. The weight of DEAD loads, including the joists, must be deducted to determine the LIVE load-carrying capacities of the joists. Sloped parallel-chord joists shall use span as defined by the length along the slope. The figures shown in RED in this load table are the nominal LIVE loads per linear foot of joist which will produce an approximate deflection of 1/360 of the span. LIVE loads which will produce a deflection of 1/240 of the span may be obtained by multiplying the figures in RED by 1.5. In no case shall the TOTAL load capacity of the joists be exceeded.

The approximate joist weights per linear foot shown in these tables do not include accessories. The approximate moment of inertia of the joist, in inches4 is; Ij = 26.767(WLL)(L3)(10 -6 ), where WLL= RED figure in the Load Table and L = (Span - 0.33) in feet. For the proper handling of concentrated and/or varying loads, see Section 6.1 in the Code of Standard Practice for Steel Joists and Joist Girders. Where the joist span exceeds the unshaded area of the Load Table, the row of bridging nearest the mid span shall be diagonal bridging with bolted connections at the chords and intersections.

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 Designation Depth (in.) Approx. Wt (lbs./ft.) Span (ft.) 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32

8K1

10K1

12K1

12K3

12K5

14K1

14K3

14K4

14K6

16K3

16K4

16K5

16K6

16K7

8

10

12

12

12

14

14

14

14

16

16

16

16

16

16

16

5.1

5.0

5.0

5.7

7.1

5.2

6.0

6.7

7.7

5.5

6.3

7.0

7.5

8.1

8.6

10.0

550 550 550 510 500 425 434 344 380 282 336 234 299 197 268 167 241 142 218 123 199 106 181 93 166 81

550 550 550 510 550 463 543 428 476 351 420 291 374 245 335 207 302 177 273 153 249 132 227 116 208 101

550 550 550 510 550 463 550 434 550 396 550 366 507 317 454 269 409 230 370 198 337 172 308 150 282 132

550 550 511 475 448 390 395 324 352 272 315 230 284 197 257 170 234 147 214 128 196 113 180 100 166 88 154 79 143 70

550 550 550 507 550 467 495 404 441 339 395 287 356 246 322 212 293 184 268 160 245 141 226 124 209 110 193 98 180 88

550 550 550 507 550 467 550 443 530 397 475 336 428 287 388 248 353 215 322 188 295 165 272 145 251 129 233 115 216 103

550 550 550 507 550 467 550 443 550 408 550 383 525 347 475 299 432 259 395 226 362 199 334 175 308 156 285 139 265 124

550 550 512 488 456 409 408 347 368 297 333 255 303 222 277 194 254 170 234 150 216 133 200 119 186 106 173 95 161 86 151 78 142 71

550 550 550 526 508 456 455 386 410 330 371 285 337 247 308 216 283 189 260 167 240 148 223 132 207 118 193 106 180 96 168 87 158 79

550 550 550 526 550 490 547 452 493 386 447 333 406 289 371 252 340 221 313 195 289 173 268 155 249 138 232 124 216 112 203 101 190 92

550 550 550 526 550 490 550 455 550 426 503 373 458 323 418 282 384 248 353 219 326 194 302 173 281 155 261 139 244 126 228 114 214 103

550 550 550 526 550 490 550 455 550 426 548 405 498 351 455 307 418 269 384 238 355 211 329 188 306 168 285 151 266 137 249 124 233 112

550 550 550 526 550 490 550 455 550 426 550 406 550 385 507 339 465 298 428 263 395 233 366 208 340 186 317 167 296 151 277 137 259 124

550 550 550 526 550 490 550 455 550 426 550 406 550 385 550 363 550 346 514 311 474 276 439 246 408 220 380 198 355 178 332 161 311 147

550 550 550 550 550 480 532 377 444 288 377 225 324 179 281 145 246 119

550 550 550 542 550 455 479 363 412 289 358 234 313 192 277 159 246 134 221 113 199 97

16K2

16K9

55



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 Designation Depth (In.) Approx. Wt. (lbs./ft.) Span (ft.) 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44

56

18K3

18K4

18K5

18K6

18K7

20K3

20K4

20K5

20K6

20K7

20K9

20K10

22K4

22K5

22K6

22K7

18

18

18

18

18

18K9 18K10

18

18

20

20

20

20

20

20

20

22

22

22

22

22K9 22K10 22K11

22

22

22

6.6

7.2

7.7

8.5

9

10.2

11.7

6.7

7.6

8.2

8.9

9.3

10.8

12.2

8

8.8

9.2

9.7

11.3

12.6

13.8

550 550 514 494 463 423 420 364 382 316 349 276 320 242 294 214 272 190 252 169 234 151 218 136 203 123 190 111 178 101 168 92 158 84 149 77 141 70

550 550 550 523 550 490 506 426 460 370 420 323 385 284 355 250 328 222 303 198 282 177 263 159 245 144 229 130 215 118 202 108 190 98 179 90 169 82

550 550 550 523 550 490 550 460 518 414 473 362 434 318 400 281 369 249 342 222 318 199 296 179 276 161 258 146 242 132 228 121 214 110 202 101 191 92

550 550 550 523 550 490 550 460 550 438 516 393 473 345 435 305 402 271 372 241 346 216 322 194 301 175 281 158 264 144 248 131 233 120 220 110 208 101

550 550 550 523 550 490 550 460 550 438 550 418 526 382 485 337 448 299 415 267 385 239 359 215 335 194 313 175 294 159 276 145 260 132 245 121 232 111

550 550 550 523 550 490 550 460 550 438 550 418 550 396 550 377 538 354 498 315 463 282 431 254 402 229 376 207 353 188 332 171 312 156 294 143 278 132

550 550 550 523 550 490 550 460 550 438 550 418 550 396 550 377 550 361 550 347 548 331 511 298 477 269 446 243 418 221 393 201 370 184 349 168 330 154

517 517 468 453 426 393 389 344 357 302 329 266 304 236 281 211 261 189 243 170 227 153 212 138 199 126 187 114 176 105 166 96 157 88 148 81 141 74 133 69 127 64

550 550 550 520 514 461 469 402 430 353 396 312 366 277 339 247 315 221 293 199 274 179 256 162 240 147 226 134 212 122 200 112 189 103 179 95 170 87 161 81 153 75

550 550 550 520 550 490 529 451 485 396 446 350 412 310 382 277 355 248 330 223 308 201 289 182 271 165 254 150 239 137 226 126 213 115 202 106 191 98 181 90 172 84

550 550 550 520 550 490 550 468 528 430 486 380 449 337 416 301 386 269 360 242 336 218 314 198 295 179 277 163 261 149 246 137 232 125 220 115 208 106 198 98 188 91

550 550 550 520 550 490 550 468 550 448 541 421 500 373 463 333 430 298 401 268 374 242 350 219 328 199 309 181 290 165 274 151 259 139 245 128 232 118 220 109 209 101

550 550 550 520 550 490 550 468 550 448 550 426 550 405 550 389 517 353 482 317 450 286 421 259 395 235 371 214 349 195 329 179 311 164 294 151 279 139 265 129 251 119

550 550 550 520 550 490 550 468 550 448 550 426 550 405 550 389 550 375 550 359 533 336 499 304 468 276 440 251 414 229 390 210 369 193 349 178 331 164 314 151 298 140

550 548 518 491 475 431 438 381 404 338 374 301 348 270 324 242 302 219 283 198 265 180 249 164 235 149 221 137 209 126 198 116 187 107 178 98 169 91 161 85 153 79 146 73 139 68

550 548 550 518 536 483 493 427 455 379 422 337 392 302 365 272 341 245 319 222 299 201 281 183 265 167 249 153 236 141 223 130 211 119 200 110 190 102 181 95 173 88 165 82 157 76

550 548 550 518 550 495 537 464 496 411 459 367 427 328 398 295 371 266 347 241 326 219 306 199 288 182 272 167 257 153 243 141 230 130 218 120 207 111 197 103 188 96 179 89 171 83

550 548 550 518 550 495 550 474 550 454 512 406 475 364 443 327 413 295 387 267 363 242 341 221 321 202 303 185 286 169 271 156 256 144 243 133 231 123 220 114 209 106 200 99 191 92

550 548 550 518 550 495 550 474 550 454 550 432 550 413 532 387 497 349 465 316 436 287 410 261 386 239 364 219 344 201 325 185 308 170 292 157 278 146 264 135 252 126 240 117 229 109

550 548 550 518 550 495 550 474 550 454 550 432 550 413 550 399 550 385 550 369 517 337 486 307 458 280 432 257 408 236 386 217 366 200 347 185 330 171 314 159 299 148 285 138 272 128

550 548 550 518 550 495 550 474 550 454 550 432 550 413 550 399 550 385 550 369 549 355 532 334 516 314 494 292 467 269 442 247 419 228 397 211 377 195 359 181 342 168 326 157 311 146



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 Designation Depth (In.) Approx. Wt. (lbs./ft.) Span (ft.) 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52

24K4

24K5

24K6

24K7

24K8

24K9

24K10

24K12

26K5

26K6

26K7

26K8

26K9

26K10

24

24

24

24

24

24

24

24

26

26

26

26

26

26

26K12 26

8.4

9.3

9.7

10.1

11.5

12.0

13.1

16.0

9.8

10.6

10.9

12.1

12.2

13.8

16.6

520 516 479 456 442 405 410 361 381 323 354 290 331 262 310 237 290 215 273 196 257 179 242 164 229 150 216 138 205 128 195 118 185 109 176 101 168 94 160 88 153 82 146 76 139 71 133 67 128 63

550 544 540 511 499 453 462 404 429 362 400 325 373 293 349 266 327 241 308 220 290 201 273 184 258 169 244 155 231 143 219 132 208 122 198 114 189 106 180 98 172 92 164 86 157 80 150 75 144 70

550 544 550 520 543 493 503 439 467 393 435 354 406 319 380 289 357 262 335 239 315 218 297 200 281 183 266 169 252 156 239 144 227 133 216 124 206 115 196 107 187 100 179 93 171 87 164 82 157 77

550 544 550 520 550 499 550 479 521 436 485 392 453 353 424 320 397 290 373 265 351 242 331 221 313 203 296 187 281 172 266 159 253 148 241 137 229 127 219 118 209 110 199 103 191 97 183 90 175 85

550 544 550 520 550 499 550 479 550 456 536 429 500 387 468 350 439 318 413 289 388 264 366 242 346 222 327 205 310 189 294 174 280 161 266 150 253 139 242 130 231 121 220 113 211 106 202 99 194 93

550 544 550 520 550 499 550 479 550 456 550 436 544 419 510 379 478 344 449 313 423 286 399 262 377 241 356 222 338 204 320 189 304 175 290 162 276 151 263 140 251 131 240 122 230 114 220 107 211 101

550 544 550 520 550 499 550 479 550 456 550 436 550 422 550 410 549 393 532 368 502 337 473 308 447 283 423 260 401 240 380 222 361 206 344 191 327 177 312 165 298 154 285 144 272 135 261 126 250 118

550 544 550 520 550 499 550 479 550 456 550 436 550 422 550 410 549 393 532 368 516 344 501 324 487 306 474 290 461 275 449 261 438 247 427 235 417 224 406 213 387 199 370 185 354 174 339 163 325 153

542 535 502 477 466 427 434 384 405 346 379 314 356 285 334 259 315 237 297 217 280 199 265 183 251 169 238 156 227 145 215 134 205 125 196 116 187 108 179 101 171 95 164 89 157 83 150 78 144 73 139 69 133 65

550 541 547 519 508 464 473 417 441 377 413 341 387 309 364 282 343 257 323 236 305 216 289 199 274 184 260 170 247 157 235 146 224 136 213 126 204 118 194 110 186 103 178 96 171 90 164 85 157 80 151 75 145 71

550 541 550 522 550 501 527 463 492 417 460 378 432 343 406 312 382 285 360 261 340 240 322 221 305 204 289 188 275 174 262 162 249 150 238 140 227 131 217 122 207 114 199 107 190 100 183 94 175 89 168 83 162 79

550 541 550 522 550 501 550 479 544 457 509 413 477 375 448 342 422 312 398 286 376 263 356 242 337 223 320 206 304 191 289 177 275 164 263 153 251 143 240 133 229 125 219 117 210 110 202 103 194 97 186 91 179 86

550 541 550 522 550 501 550 479 550 459 550 444 519 407 488 370 459 338 433 310 409 284 387 262 367 241 348 223 331 207 315 192 300 178 286 166 273 155 261 145 250 135 239 127 229 119 220 112 211 105 203 99 195 93

550 541 550 522 550 501 550 479 550 459 550 444 549 431 532 404 516 378 501 356 486 334 460 308 436 284 413 262 393 243 374 225 356 210 339 195 324 182 310 170 296 159 284 149 272 140 261 131 250 124 241 116 231 110

550 541 550 522 550 501 550 479 550 459 550 444 549 431 532 404 516 378 501 356 487 334 474 315 461 299 449 283 438 269 427 256 417 244 407 232 398 222 389 212 380 203 369 192 353 180 339 169 325 159 313 150 301 142

57



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 Designation Depth (In.) Approx. Wt. (lbs./ft.) Span (ft.) 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60

58

28K6

28K7

28K8

28K9

28K10

28K12

30K7

30K8

30K9

30K10

30K11

28

28

28

28

28

28

30

30

30

30

30

30K12 30

11.4

11.8

12.7

13.0

14.3

17.1

12.3

13.2

13.4

15.0

16.4

17.6

548 541 511 486 477 439 446 397 418 361 393 329 370 300 349 275 330 252 312 232 296 214 280 198 266 183 253 170 241 158 230 147 220 137 210 128 201 120 192 112 184 105 177 99 170 93 163 88 157 83 151 78 145 74 140 70 135 66

550 543 550 522 531 486 497 440 466 400 438 364 412 333 389 305 367 280 348 257 329 237 313 219 297 203 283 189 269 175 257 163 245 152 234 142 224 133 214 125 206 117 197 110 189 103 182 97 175 92 168 87 162 82 156 77 151 73

550 543 550 522 550 500 550 480 515 438 484 399 456 364 430 333 406 306 384 282 364 260 346 240 328 222 312 206 297 192 284 179 271 167 259 156 248 146 237 136 227 128 218 120 209 113 201 106 193 100 186 95 179 89 173 85 166 80

550 543 550 522 550 500 550 480 549 463 527 432 496 395 468 361 442 332 418 305 396 282 376 260 357 241 340 224 324 208 309 194 295 181 282 169 270 158 258 148 247 139 237 130 228 123 219 115 210 109 203 103 195 97 188 92 181 87

550 543 550 522 550 500 550 480 549 463 532 435 516 410 501 389 487 366 474 344 461 325 447 306 424 284 404 263 384 245 367 228 350 212 334 198 320 186 306 174 294 163 282 153 270 144 260 136 250 128 240 121 232 114 223 108 215 102

550 543 550 522 550 500 550 480 549 463 532 435 516 410 501 389 487 366 474 344 461 325 449 308 438 291 427 277 417 264 407 252 398 240 389 229 380 219 372 210 365 201 357 193 350 185 338 175 325 165 313 156 301 147 290 139 280 132

550 543 534 508 501 461 471 420 443 384 418 351 395 323 373 297 354 274 336 253 319 234 303 217 289 202 276 188 263 176 251 164 241 153 230 144 221 135 212 127 203 119 195 112 188 106 181 100 174 94 168 89 162 84 156 80 151 76 146 72 141 69

550 543 550 520 549 500 520 460 490 420 462 384 436 353 413 325 391 300 371 277 353 256 335 238 320 221 305 206 291 192 278 179 266 168 255 157 244 148 234 139 225 130 216 123 208 116 200 109 192 103 185 98 179 92 173 88 167 83 161 79 156 75

550 543 550 520 549 500 532 468 516 441 501 415 475 383 449 352 426 325 404 300 384 278 365 258 348 240 332 223 317 208 303 195 290 182 277 171 266 160 255 150 245 141 235 133 226 126 218 119 209 112 202 106 195 100 188 95 181 90 175 86 169 81

550 543 550 520 549 500 532 468 516 441 501 415 487 392 474 374 461 353 449 333 438 315 427 300 413 282 394 263 376 245 359 229 344 214 329 201 315 188 303 177 291 166 279 157 268 148 258 140 249 132 240 125 231 118 223 112 215 106 208 101 201 96

550 543 550 520 549 500 532 468 516 441 501 415 487 392 474 374 461 353 449 333 438 315 427 300 417 284 407 270 398 258 389 246 380 236 372 226 362 215 347 202 333 190 320 179 308 169 296 159 285 150 275 142 265 135 256 128 247 121 239 115 231 109

550 543 550 520 549 500 532 468 516 441 501 415 487 392 474 374 461 353 449 333 438 315 427 300 417 284 407 270 398 258 389 246 380 236 372 226 365 216 357 207 350 199 343 192 336 184 330 177 324 170 312 161 301 153 290 145 280 137 271 130 262 124


OPEN WEB STEEL JOISTS, K-SERIES DEFINITION OF SPAN (Metric Units)

CL

SPAN BEARING LENGTH

BEARING LENGTH

CL

SPAN BEARING LENGTH

BEARING LENGTH

SPAN BEARING LENGTH

BEARING LENGTH

SEAT DEPTH

CL

NOTES: 1) DESIGN LENGTH = SPAN - 102 mm. 2) BEARING LENGTH FOR STEEL S SHALL NOT BE LESS THAN 64 mm; FOR MASONRY AND CONCRETE NOT LESS THAN 102 mm. 3) PARALLEL CHORD JOISTS INSTALLED TO A SLOPE GREATER THAN 1:24 SHALL USE SPAN DEFINED BY THE LENGTH ALONG THE SLOPE.

59


OPEN WEB STEEL JOISTS, KCS-SERIES KCS JOISTS The KCS Joists: 1. Provide a versatile K-Series Joist that can be easily specified to uniform loads plus concentrated and non-uniform loads. 2. Eliminate many repetitive load diagrams required on contract documents and allow some flexibility of load locations. KCS joists are designed in accordance with the Standard Specification for K-Series Joists. Standard K-Series Joists are designed for simple span uniform loading which results in a parabolic moment diagram for chord forces and a linearly sloped shear diagram for web forces. When non-uniform and/or concentrated loads are encountered the shear and moment diagrams required may be shaped quite differently and may not be covered by the shear and moment design envelopes of a standard K-Series Joist. KCS Joist chords are designed for a flat positive moment envelope. The moment capacity is constant at all interior s. The top chord end is designed for axial load based on the force in the first tension web, which is based on the specified shear. A uniform load of 825 plf (12030 N/m) LRFD or 550 plf (8020 N/m) ASD is used to check end bending.

Please reference SJI Technical Digest #9 “Handling and Erection of Steel Joists and Joist Girders” for further information. NOTE: In the following examples joist selection is based on minimum depth and minimum weight (plf, kg/m). Other selections may be more suitable for specific job conditions. M

M

M o

R V

o R KCS JOIST SHEAR AND MOMENT ENVELOPES

LRFD EXAMPLES EXAMPLE 1 *

The web forces are determined based on a flat shear envelope. All webs are designed for a vertical shear equal to the specified shear capacity. Furthermore, all webs (except the first tension web which remains in tension under all simple span gravity loads) will be designed for 100% stress reversal. Both LRFD and ASD KCS Joist load tables list the shear and moment capacity of each joist. The selection of a KCS Joist requires the specifying professional to calculate the maximum moment and shear imposed and select the appropriate KCS Joist. If a KCS Joist cannot be selected from the load table or if any uniform load exceeds 825 plf (12030 N/m) LRFD or 550 plf (8020 N/m) ASD or if the maximum concentrated load exceeds the shear capacity of the joist, use double KCS Joists or select an LH-Series Joist. For the LHSeries Joist, supply a load diagram. When net uplift loads, end moments or other external horizontal loads are a design consideration; these loads shall be provided to the joist manufacturer by the specifying professional. As is the case with standard K-, LH- and DLH-Series Joists, chord bending due to concentrated loads must be addressed. In the case of concentrated loads, the specifying professional shall handle them in one of two ways: 1) specify on the structural drawings that an extra web must be field applied at all concentrated loads not occurring at joist points, or 2) provide exact locations of all concentrated loads for which the joist manufacturer shall provide necessary reinforcement.

LRFD FACTORED LOADS 1500 lbs (6.67kN) 8.0 ft (2438 mm) W = 360 plf (5254 N/m) L = 40.0 ft (12192 mm) Design Length) RL M = 938 in.-kip (105.9 kN-m) RL = 8400 lbs (37.37 kN), RR = 7500 lbs (33.36 kN) Select a 22KCS3, M = 987 in.-kip (111.5 kN-m) R = 9900 lbs (44.0 kN) Bridging section no. 9 for L = 40 ft. (12192 mm) Use 22K9 to determine bridging and stability requirements. Since a standard KCS Joist can be selected from the load table a load diagram is not required.

* Errata correction posted by SJI 12/04/2006.

60

RR


OPEN WEB STEEL JOISTS, KCS-SERIES Bridging section no. 12 for L = 55 ft. (16764 mm) clear span. Use 28K12 to determine bridging and stability requirements.

EXAMPLE 2 * LRFD FACTORED LOADS

OPTION B: Select an LH-Series Joist. Calculate an equivalent uniform load based on the maximum moment or shear:

450 lbs (2.00 kN) 1200 lb (5.34 kN) W = 240 plf (3503 N/m)

WM = 8M = 962 plf (14.04 kN/m) L2

750 lb (3.34 kN)

W = 405 plf (5911 N/m)

WV =

8.0 ft

3.0 ft

914 mm

2R = 764 plf (11.14 kN/m) L

(2438mm) 7.0 ft

2134 mm

9.0 ft (2743 mm)

L = 30 ft (9144 mm)

RR

RL

M = 664 in.-kip (75.03 kN-m) RL = 7500 lbs (33.36 kN), RR = 8010 lbs (35.63 kN) Select a 22KCS2, M = 732 in.-kip (82.64 kN-m) R = 8850 lbs (39.3 kN) Bridging section no. 6 for L = 30 ft. (9144 mm) Use 22K6 to determine bridging and stability requirements. Since the maximum factored uniform load of 645 plf (9413 N/m) (405 plf (5911 N/m) + 240 plf (3503 N/m)) does not exceed the maximum KCS Joist uniform load of 825 plf (12030 N/m) and a standard KCS Joist can be selected from the load table, a load diagram is not required.

Use 962 plf (14.04 kN/m) From the LH-Series LRFD Load Table select a 32LH13, W = 1035 plf (15.10 kN/m) for a 55 ft. (16764 mm) span. Specify a 32LH13SP and present a load diagram on the structural drawings with the following note: JOIST MANUFACTURER SHALL DESIGN FOR THE LOADING SHOWN IN THE LOAD DIAGRAM.

ASD EXAMPLES EXAMPLE 1 * M = 625 in.-kip (70.6 kN-m) 1000 lbs (4.45 kN) 8.0 ft (2438 mm)

EXAMPLE 3 *

W = 240 plf (3503 N/m)

LRFD FACTORED LOADS

L = 40.0 ft (12192 mm) W=750 plf (10945 N/m) 450

RL

Design Length)

RR

RL=5600 lbs (24.9 kN), RR=5000 lbs (22.2 kN) Select a 22KCS3, M = 658 in.-kip (74.3 kN-m) R = 6600 lbs (29.3 kN) Bridging section no. 9 for L = 40 ft. (12192 mm) Use 22K9 to determine bridging and stability requirements.

M = 4365 in.-kip (493.2 kN-m) RL = RR = 21000 lbs (93.41 kN) EXCEEDS CAPACITY OF 30KCS5 (MAXIMUM KCS JOIST AND EXCEEDS MAXIMUM FACTORED UNIFORM LOAD OF 825 plf (12040 N/m).

Since a standard KCS Joist can be selected from the load table a load diagram is not required.

* Errata corrections posted by SJI 12/04/2006.

OPTION A: Use double joists each having a minimum moment capacity M = 2183 in.-kip (246.65 kN-m) and shear capacity R = 10500 lbs (46.71 kN) and a uniform load of 600 plf (8756 N/m). Select two 28KCS5, M = 2556 in.-kip (288.7 kN-m), R = 13800 lbs (61.3 kN).

61


OPEN WEB STEEL JOISTS, KCS-SERIES EXAMPLE 2

EXAMPLE 3 * 300 lbs (1.33 kN) 800 lbs(3.56 kN)

W = 160 plf (2335 N/m)

500 lbs (2.22 kN)

W = 270 plf (3940 N/m) 8 ft

3.0 ft

2438 mm

7.0 ft

914 mm 2134 mm

M = 2910 in.-kip (328.8 kN-m)

9.0 ft (2743 mm)

RL = RR = 14000 lbs (62.28 kN)

L = 30 ft (9144 mm)

RL

RR

M = 443 in.-kip (50.1 kN-m) RL= 5000 lbs (22.24 kN), RR = 5340 lbs (23.75 kN) Select a 22KCS2, M = 488 in.-kip (55.1 kN-m) R = 5900 lbs (26.2 kN) Bridging section no. 6 for L = 30 ft. (9144 mm) Use 22K6 to determine bridging and stability requirements. Since the maximum uniform load of 430 plf [6275 N/m) (270 plf (3940 N/m) + 160 plf (2335 N/m)] does not exceed the maximum KCS Joist uniform load of 550 plf (8020 N/m) and a standard KCS Joist can be selected from the load table, a load diagram is not required.

EXCEEDS CAPACITY OF 30KCS5 (MAXIMUM KCS JOIST) AND EXCEEDS MAXIMUM UNIFORM LOAD OF 550 plf (8027 N/m). OPTION A: Use double joists each having a minimum moment capacity M = 1455 in.-kip (164.4 kN-m) and shear capacity R = 7000 lbs (31.14 kN) and a uniform load of 400 plf (5838 N/m). Select two 28KCS5, M = 1704 in.-kip (192.5 kN-m), R = 9200 lbs (40.9 kN) Bridging section no. 12 for L = 55 ft. (16764 mm) Use 28K12 to determine bridging and stability requirements. OPTION B: Select an LH-Series Joist. Calculate an equivalent uniform load based on the maximum moment or shear: WM = 8M L2

= 641 plf (9.35 kN/m)

2R L

= 509 plf (7.43 kN/m)

WV =

Use 641 plf (9.35 kN/m) From the LH-Series ASD Load Table select a 32LH13, W = 690 plf (10.06 kN/m) for a 55 ft. (16764 mm) clear span. Specify a 32LH13SP and present a load diagram on the structural drawings with the following note: JOIST MANUFACTURER SHALL DESIGN FOR THE LOADING SHOWN IN THE LOAD DIAGRAM.


62


OPEN WEB STEEL JOISTS, KCS-SERIES

LRFD STANDARD LOAD TABLE FOR KCS OPEN WEB STEEL JOISTS Based on a 50 ksi Maximum Yield Strength JOIST DESIGNATION

DEPTH (inches)

MOMENT CAPACITY (inch-kips)

SHEAR CAPACITY* (lbs)

APPROX. WEIGHT** (lbs/ft)

GROSS MOMENT OF INERTIA (in. 4 )


10 10 10 12 12 12 14 14 14 16 16 16 16 18 18 18 18 20 20 20 20 22 22 22 22 24 24 24 24 26 26 26 26 28 28 28 28 30 30 30

258 337 444 313 411 543 370 486 642 523 705 1080 1401 592 798 1225 1593 663 892 1371 1786 732 987 1518 1978 801 1080 1662 2172 870 1174 1809 2364 939 1269 1954 2556 1362 2100 2749

3000 3750 4500 3600 4500 5250 4350 5100 5850 6000 7200 7950 8700 7050 7800 8550 9300 7800 9000 11850 12600 8850 9900 11850 12900 9450 10800 12600 13350 9900 11700 12750 13800 10350 12000 12750 13800 12000 12750 13800

6.0 7.5 10.0 6.0 8.0 10.0 6.5 8.0 10.0 8.5 10.5 14.5 18.0 9.0 11.0 15.0 18.5 9.5 11.5 16.5 20.0 10.0 12.5 16.5 20.5 10.0 12.5 16.5 20.5 10.0 12.5 16.5 20.5 10.5 12.5 16.5 20.5 13.0 16.5 21.0

29 37 47 43 55 71 59 77 99 99 128 192 245 127 164 247 316 159 205 308 396 194 251 377 485 232 301 453 584 274 355 536 691 320 414 626 808 478 722 934

BRIDGING TABLE SECTION NUMBER 1 1 1 3 5 5 4 6 6 6 9 9 9 6 9 10 10 6 9 10 10 6 9 11 11 6 9 12 12 6 9 12 12 6 9 12 12 9 12 12

*MAXIMUM UNIFORMLY DISTRIBUTED LOAD CAPACITY IS 825 PLF AND SINGLE CONCENTRATED LOAD CANNOT EXCEED SHEAR CAPACITY **DOES NOT INCLUDE ACCESSORIES

63


OPEN WEB STEEL JOISTS, KCS-SERIES

ASD STANDARD LOAD TABLE FOR KCS OPEN WEB STEEL JOISTS Based on a 50 ksi Maximum Yield Strength JOIST DESIGNATION

DEPTH (inches)

MOMENT CAPACITY* (inch-kips)

SHEAR CAPACITY* (lbs)

APPROX. WEIGHT** (lbs/ft)

GROSS MOMENT OF INERTIA (in. 4 )


10 10 10 12 12 12 14 14 14 16 16 16 16 18 18 18 18 20 20 20 20 22 22 22 22 24 24 24 24 26 26 26 26 28 28 28 28 30 30 30

172 225 296 209 274 362 247 324 428 349 470 720 934 395 532 817 1062 442 595 914 1191 488 658 1012 1319 534 720 1108 1448 580 783 1206 1576 626 846 1303 1704 908 1400 1833

2000 2500 3000 2400 3000 3500 2900 3400 3900 4000 4800 5300 5800 4700 5200 5700 6200 5200 6000 7900 8400 5900 6600 7900 8600 6300 7200 8400 8900 6600 7800 8500 9200 6900 8000 8500 9200 8000 8500 9200

6.0 7.5 10.0 6.0 8.0 10.0 6.5 8.0 10.0 8.5 10.5 14.5 18.0 9.0 11.0 15.0 18.5 9.5 11.5 16.5 20.0 10.0 12.5 16.5 20.5 10.0 12.5 16.5 20.5 10.0 12.5 16.5 20.5 10.5 12.5 16.5 20.5 13.0 16.5 21.0

29 37 47 43 55 71 59 77 99 99 128 192 245 127 164 247 316 159 205 308 396 194 251 377 485 232 301 453 584 274 355 536 691 320 414 626 808 478 722 934

BRIDGING TABLE SECTION NUMBER 1 1 1 3 5 5 4 6 6 6 9 9 9 6 9 10 10 6 9 10 10 6 9 11 11 6 9 12 12 6 9 12 12 6 9 12 12 9 12 12

*MAXIMUM UNIFORMLY DISTRIBUTED LOAD CAPACITY IS 550 PLF AND SINGLE CONCENTRATED LOAD CANNOT EXCEED SHEAR CAPACITY **DOES NOT INCLUDE ACCESSORIES

64


AMERICAN NATIONAL STANDARD – SJI-LH/DLH-1.1

STANDARD SPECIFICATIONS FOR LONGSPAN STEEL JOISTS, LH-SERIES AND DEEP LONGSPAN STEEL JOISTS, DLH-SERIES Adopted by the Steel Joist Institute February 15, 1978 Revised to November 10, 2003 - Effective March 01, 2005

SECTION 100.

SECTION 102.

SCOPE

MATERIALS

This specification covers the design, manufacture and use of Longspan Steel Joists LH-Series, and Deep Longspan Steel Joists, DLH-Series. Load and Resistance Factor Design (LRFD) and Allowable Strength Design (ASD) are included in this specification.

102.1 STEEL The steel used in the manufacture of chord and web sections shall conform to one of the following ASTM Specifications: • Carbon Structural Steel, ASTM A36/A36M.

SECTION 101.

DEFINITION The term “Longspan Steel Joists LH-Series and Deep Longspan Steel Joists DLH-Series”, as used herein, refers to open web, load-carrying utilizing hot-rolled or cold-formed steel, including cold-formed steel whose yield strength* has been attained by cold working. LH-Series are suitable for the direct of floors and roof decks in buildings, and DLH-Series are suitable for direct of roof decks in buildings. The design of LH- and DLH-Series joist chord and web sections shall be based on a yield strength of at least 36 ksi (250 MPa), but not greater than 50 ksi (345 MPa). Steel used for LH- and DLH-Series joist chord or web sections shall have a minimum yield strength determined in accordance with one of the procedures specified in Section 102.2, which is equal to the yield strength assumed in the design. LH- and DLH-Series Joists shall be designed in accordance with these specifications to the loads given in the Standard Load Tables for Longspan and Deep Longspan Steel Joists, LH- and DLH-Series, attached hereto. * The term “Yield Strength” as used herein shall designate the yield level of a material as determined by the applicable method outlined in paragraph 13.1, “Yield Point” and in paragraph 13.2, “Yield Strength”, of ASTM Standard A370, “Standard Test Methods and Definitions for Mechanical Testing of Steel Products”, or as specified in Section 102.2 of this Specification.

Standard Specifications and Load Tables, Longspan Steel Joists LH-Series And Deep Longspan Steel Joist DLH-Series Steel Joist Institute - Copyright, 2005

• High-Strength, Low-Alloy Structural Steel, ASTM A242/A242M. • High-Strength Carbon-Manganese Steel of Structural Quality ASTM A529/A529M, Grade 50. • High-Strength Low-Alloy Columbium-Vanadium Structural Steel, ASTM A572/A572M Grade 42 or 50. • High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa) Minimum Yield Point to 4 inches (100 mm) Thick, ASTM A588/A588M. • Steel, Sheet and Strip, High-Strength, Low-Alloy, HotRolled and Cold-Rolled, with Improved Corrosion Resistance, ASTM A606. • Steel, Sheet, Cold-Rolled, Carbon, Structural, HighStrength Low-Alloy and High-Strength Low-Alloy with Improved Formability, ASTM A1008/A1008M • Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability, ASTM A1011/A1011M or shall be of suitable quality ordered or produced to other than the listed specifications, provided that such material in the state used for final assembly and manufacture is weldable and is proved by tests performed by the producer or manufacturer to have the properties specified in Section 102.2.

102.2 MECHANICAL PROPERTIES The yield strength used as a basis for the design stresses prescribed in Section 103 shall be at least 36 ksi (250 MPa), but shall not be greater than 50 ksi (345 MPa). Evidence that the steel furnished meets or exceeds the design yield strength shall, if requested, be provided in the form of an affidavit or by witnessed or certified test reports. 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

65


LONGSPAN AND DEEP LONGSPAN STEEL JOISTS – LH- AND DLH-SERIES 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, A529/A529M, A572/A572M, A588/A588M, whichever specification is applicable on the basis of design yield strength. The number of tests shall be as prescribed in ASTM A6/A6M for plates, shapes, and bars; and ASTM A606, A1008/A1008M and A1011/A1011M for sheet and strip. If as-formed strength is utilized, the test reports shall show the results of tests performed on full section specimens in accordance with the provisions of the AISI North American Specification for the Design of Cold-Formed Steel Structural . 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 6 percent greater than the yield strength of the section. c) Where compression tests are used for acceptance and control purposes, the specimen shall withstand a gross shortening of 2 percent of its original length without cracking. The length of the specimen shall be not greater than 20 times its least radius of gyration. d) If any test specimen fails to the requirements of 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.

102.3 WELDING ELECTRODES The following electrodes shall be used for arc welding: a) For connected both having a specified yield strength greater than 36 ksi (250 MPa). AWS A5.1: AWS A5.5: AWS A5.17: combination AWS A5.18: AWS A5.20: AWS A5.23: AWS A5.28: AWS A5.29:

E70XX E70XX-X F7XX-EXXX, F7XX-ECXXX flux electrode ER70S-X, E70C-XC, E70C-XM E7XT-X, E7XT-XM F7XX-EXXX-XX, F7XX-ECXXX-XX ER70S-XXX, E70C-XXX E7XTX-X, E7XTX-XM

b) For connected 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, E6XT-XM or any of those listed in Section 102.3(a). Other welding methods, providing equivalent strength as demonstrated by tests, may be used.

102.4 PAINT The standard shop paint is intended to protect the steel for only a short period of exposure in ordinary atmospheric conditions and shall be considered an impermanent and provisional coating. 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 these specifications as simply ed, uniformly loaded trusses ing 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 that 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 . Design Basis: Designs shall be made according to the provisions in this Specification for either Load and Resistance Factor Design (LRFD) or for Allowable Strength Design (ASD). Load Combinations: LRFD: When load combinations are not specified to the joist manufacturer, the required stress shall be computed for the

66


LONGSPAN AND DEEP LONGSPAN STEEL JOISTS – LH- AND DLH-SERIES factored loads based on the factors and load combinations as follows: 1.4D

(b) Compression: φc = 0.90 (LRFD) Ω c = 1.67 (ASD) For with

Kl

1.2D + 1.6 (L, or Lr, or S, or R) ASD:

≤ 4.71 r

E QFy

QF y

When load combinations are not specified to the joist manufacturer, the required stress shall be computed based on the load combinations as follows:

Fcr = Q 0.658

D For with

D + (L, or Lr, or S, or R)

Fe

Kl

Fy

> 4.71 r

(103.2-3)

E QFy

Where: D = dead load due to the weight of the structural elements and the permanent features of the structure

Fcr = 0.877Fe

(103.2-4)

L = live load due to occupancy and movable equipment Lr = roof live load

Where, Fe = elastic buckling stress determined in accordance with Equation 103.2-5.

S = snow load R = load due to initial rainwater or ice exclusive of the ponding contribution

2

Fe =

π E2

(103.2-5)

Kl

When special loads are specified and the specifying professional does not provide the load combinations, the provisions of ASCE 7, “Minimum Design Loads for Buildings and Other Structures” shall be used for LRFD and ASD load combinations.

For hot-rolled sections, “Q” is the full reduction factor for slender compression elements.

103.2 DESIGN AND ALLOWABLE STRESSES

Design Stress = 0.9Fcr (LRFD)

(103.2-6)

Design Using Load and Resistance Factor Design (LRFD)


(103.2-7)

Joists shall have their components so proportioned that the required stresses, fu, shall not exceed φFn where,

In the above equations, l is taken as the distance in inches (millimeters) between points for the chord and the appropriate length for web , 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).

fu

=

required stress

ksi (MPa)

Fn

=

nominal stress

ksi (MPa)

φ

=

resistance factor

φFn

=

design stress

Design Using Allowable Strength Design (ASD) Joists shall have their components so proportioned that the required stresses, f, shall not exceed Fn / Ω where, f

=

required stress

ksi (MPa)

Fn

=

nominal stress

ksi (MPa)

Ω

=

safety factor

Fn /Ω =

r

Use 1.2 l/rx for a crimped, first primary compression web member when a moment-resistant weld group is not used for this member; where = rx member radius of gyration in the plane of the joist. For cold-formed sections the method of calculating the nominal column strength is given in the AISI, North American Specification for the Design of Cold-Formed Steel Structural .

allowable stress

Stresses: (a) Tension: φt = 0.90 (LRFD) Ω t = 1.67 (ASD) For Chords: Fy = 50 ksi (345 MPa) For Webs: Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa) Design Stress = 0.9Fy (LRFD)

(103.2-1)


(103.2-2)

67


LONGSPAN AND DEEP LONGSPAN STEEL JOISTS – LH- AND DLH-SERIES (c) Bending: φb = 0.90 (LRFD) Ω b = 1.67 (ASD)

103.3 MAXIMUM SLENDERNESS RATIOS

Bending calculations are to be based on using the elastic section modulus. For chords and web other than solid rounds: Fy = 50 ksi (345 MPa) Design Stress = 0.9Fy (LRFD)

(103.2-8)


(103.2-9)

The effective slenderness ratio, K l/r*, to be used in calculating the nominal stresses Fcr and F'e, is the largest value as determined from Table 103.3-1, Parts B and C.

Design Stress = 1.45Fy (LRFD)

(103.2-10)

In compression when fillers or ties are used, they shall be spaced so that the ls /r z ratio of each component does not exceed the governing l/r ratio of the member as a whole.


(103.2-11)

The used in Table 103.3-1 are defined as follows:

For web of solid round cross section: Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa)

For bearing plates: Fy = 50 ksi (345MPa), or Fy = 36 ksi (250MPa) Design Stress = 1.35Fy (LRFD)

(103.2-12)


(103.2-13)

(d) Weld Strength: Shear at throat of fillet welds: Nominal Shear Stress = Fnw = 0.6Fexx Design Shear Strength = φRn = φwFnw A = 0.45Fexx A

(103.2-15)

ASD: Ω w = 2.0 Allowable Shear Strength = Rn/Ω w = FnwA/Ω w = 0.3Fexx A

l = Length center-to-center of points, except l = 36 in. (914 mm) for calculating l/r y of top chord member. ls = maximum length center-to-center between

point and filler (tie), or between adjacent fillers (ties). rx = member radius of gyration in the plane of the joist. ry = member radius of gyration out of the plane of the joist. rz = least radius of gyration of a member component.

(103.2-14)

LRFD: φw = 0.75

(103.2-16)

A = effective throat area Made with E70 series electrodes or F7XX-EXXX fluxelectrode combinations. . . . . . . . . . .Fexx = 70 ksi (483 MPa) Made with E60 series electrodes or F6XX-EXXX fluxelectrode combinations. . . . . . . . . . .Fexx = 60 ksi (414 MPa) Tension or compression on groove or butt welds shall be the same as those specified for the connected material.

68

The slenderness ratios, 1.0 l/ r and 1.0 ls /r of as a whole or any component part shall not exceed the values given in Table 103.3-1, Parts A.

* See P.N. Chod and T. V. Galambos, Compression Chords Without Fillers in Longspan Steel Joists, Research Report No. 36, June 1975 Structural Division, Civil Engineering Department, Washington University, St. Louis, MO.


LONGSPAN AND DEEP LONGSPAN STEEL JOISTS – LH- AND DLH-SERIES TABLE 103.3-1 MAXIMUM AND EFFECTIVE SLENDERNESS RATIOS I

TOP CHORD INTERIOR A. The slenderness ratios, 1.0 l/r and 1.0 ls /r, of as a whole or any component part shall not exceed 90. B. The effective slenderness ratio to determine “Fcr” 1. With fillers or ties 0.75 l/rx 1.0 l/ry 1.0 ls /rz 2. Without fillers or ties 0.75 l/rz 3. Single component 0.75 l/rx 1.0 l/ry C. The effective slenderness ratio to determine “F'e” 1. With fillers or ties 0.75 l/rx 2. Without fillers or ties 0.75 l/rx 3. Single component 0.75 l/rx

II TOP CHORD END A. The slenderness ratios, 1.0 l/r and 1.0 ls /r, of as a whole or any component part shall not exceed 120. B. The effective slenderness ratio to determine “Fcr” 1. With fillers or ties 1.0 l/rx 1.0 l/ry 1.0 ls /rz 2. Without fillers or ties 1.0 l/rz 3. Single component 1.0 l/rx 1.0 l/ry C. The effective slenderness ratio to determine “F'e” 1. With fillers or ties 1.0 l/rx 2. Without fillers or ties 1.0 l/rx 3. Single component 1.0 l/rx III TENSION - CHORDS AND WEBS A. The slenderness ratios, 1.0 l/r and 1.0 ls /r, of as a whole or any component part shall not exceed 240. IV COMPRESSION WEB A. The slenderness ratios, 1.0 l/r and 1.0 ls /r, of as a whole or any component part shall not exceed 200. B. The effective slenderness ratio to determine “Fcr” 1. With fillers or ties 0.75 l/rx 1.0 l/ry 1.0 ls /rz 2. Without fillers or ties 1.0 l/rz 3. Single component 0.75 l/rx* 1.0 l/ry * Use 1.2 l/rx for a crimped, first primary compression web member when a moment-resistant weld group is not used for this member.

69


LONGSPAN AND DEEP LONGSPAN STEEL JOISTS – LH- AND DLH-SERIES Where l is the length,in inches (millimeters), as defined in Section 103.2(b) and rx is the radius of gyration about the axis of bending.

103.4 (a) Chords The bottom chord shall be designed as an axially loaded tension member. The radius of gyration of the top chord about its vertical axis shall not be less than l/170 where l 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.

Q = Form factor defined in Section 103.2(b) A = Area of the top chord, in.2, (mm2) For ASD: at the point: fa + fb at the mid :

The top chord shall be designed as a continuous member subject to combined axial and bending stresses and shall be so proportioned that

fa 8 + Fa 9

For LRFD: at the point: fau + fbu at the mid :

8 fau + φ cFcr 9

for

fau φ cFcr

≤ 0.9Fy

Qφ bFy

≤ 1.0

(103.4-2)

fa + 2Fa

Cmfb

QFb

fa Fa

< 0.2,

Cmfb

1.67fa 1– F'e

(103.4-4)

≥ 0.2,

1.67fa 1– F'e

for

Cmfbu

fau 1– φ F' c e

fa Fa

for

(103.4-1)

≥ 0.2,

≤ 0.6Fy

QFb

≤ 1.0 (103.4-5)

≤ 1.0 (103.4-6)

fa = P/A = Required compressive stress, ksi (MPa) for

fau + 2φ c Fcr

fau φcFcr

fb = M/S = Required bending stress at the location under consideration, ksi (MPa)

Cmfbu

fau 1– φ cF'e

P = Required axial strength using ASD load combinations, kips (N)

< 0.2,

Qφ bFy

≤ 1.0

(103.4-3)


fau = Pu /A = Required compressive stress, ksi (MPa)

Fa = Allowable axial compressive stress, based on l/r as defined in Section 103.2(b), ksi (MPa)

Pu = Required axial strength using LRFD load combinations, kips (N)

Fb = Allowable bending stress; 0.6Fy, ksi (MPa)

fbu = Mu/S = Required bending stress at the location under consideration, ksi (MPa) Mu = Required flexural strength using LRFD load combinations, kip-in. (N-mm) S = Elastic Section Modulus, in.3 (mm3) Fcr = Nominal axial compressive stress in ksi (MPa) based on l/r as defined in Section 103.2(b) Cm = 1 - 0.3 fau/φF'e for end s Cm = 1 - 0.4 fau/φF'e for interior s Fy = Specified minimum yield strength, ksi (MPa) 2 π E , ksi (MPa) F'e =

Kl

2

rx

70

M = Required flexural strength using ASD load combinations, kip-in. (N-mm)

Cm = 1 - 0.50 fa/F'e for end s Cm = 1 - 0.67 fa/F'e for interior s (b) Web The vertical shears to be used in the design of the web 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 used in modified Warren type web systems shall be designed to resist the gravity loads ed by the member plus an additional axial load of 1/2 of 1.0 percent of the top chord axial force.


LONGSPAN AND DEEP LONGSPAN STEEL JOISTS – LH- AND DLH-SERIES (c) Depth Joists may have either parallel chords or a top chord slope of 1/8 inch per foot (1:96). The depth, for the purpose of design, in all cases shall be the depth at mid-span. (d) Eccentricity connected at a t shall have their center of gravity lines meet at a point, if practical. Eccentricity on either side of the neutral axis of chord may be neglected when it does not exceed the distance between the neutral axis and the back of the chord. Otherwise, provision shall be made for the stresses due to eccentricity. Ends of joists shall be proportioned to resist bending produced by eccentricity at the . In those cases where a single angle compression member is attached to the outside of the stem of a tee or double angle chord, due consideration shall be given to eccentricity. (e) Extended Ends Extended top chords or full depth cantilever ends require the special attention of the specifying professional. The magnitude and location of the loads to be ed, deflection requirements, and proper bracing shall be clearly indicated on the structural drawings.

103.5 CONNECTIONS (a) Methods Joist connections and splices shall be made by attaching the to one another by arc or resistance welding or other accredited methods. (1) Welded Connections a) Selected welds shall be inspected visually by the manufacturer. Prior to this inspection, weld slag shall be removed. b) Cracks are not acceptable and shall be repaired.

(3) 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). Ultrasonic, X-Ray, and magnetic particle testing are inappropriate for joists due to the configurations of the components and welds. (b) Strength (1) t Connections – t 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 may occur at any point in chord or web . Splices shall be designed for the member force but not less than 50 percent of the member strength. containing a butt weld splice shall develop an ultimate tensile force of at least 57 ksi (393 MPa) times the full design area of the chord or web. The term “member” shall be defined as all component parts comprising the chord or web, at the point of splice. (c) Field Splices Field Splices shall be designed by the manufacturer and may be either bolted or welded. Splices shall be designed for the member force, but not less than 50 percent of the member strength.

103.6 CAMBER Joists shall have approximate cambers in accordance with the following: TABLE 103.6-1 Top Chord Length 20'-0"

(6096 mm)

Approximate Camber 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)

f) The sum of surface (piping) porosity diameters shall not exceed 1/16 inch (2 millimeters) in any 1 inch (25 millimeters) of design weld length.

100'-0"

(30480 mm)

4 1/4"

(108 mm)

110'-0"

(33528 mm)

5"

(127 mm)

120'-0"

(36576 mm)

6"

(152 mm)

130'-0"

(39621 mm)

7"

(178 mm)

140'-0"

(42672 mm)

8"

(203 mm)

144'-0"

(43890 mm)

8 1/2"

(216 mm)

c) Thorough fusion shall exist between layers of weld metal and between weld metal and base metal for the required design length of the weld; such fusion shall be verified by visual inspection. d) Unfilled weld craters shall not be included in the design length of the weld.

g) Weld spatter that does not interfere with paint coverage is acceptable. (2) Welding Program Manufacturers shall have a program for establishing weld procedures and operator qualification, and for weld sampling and testing.

The specifying professional shall give consideration to coordinating joist camber with adjacent framing.

71


LONGSPAN AND DEEP LONGSPAN STEEL JOISTS – LH- AND DLH-SERIES 103.7 VERIFICATION OF DESIGN AND MANUFACTURE (a) Design Calculations 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. (b) In-Plant Inspections Each manufacturer shall their 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 ed directly by steel joists installed as hereinafter specified. Where joists are used other than on simple spans under uniformly distributed loading as prescribed in Section 103.1, they shall be investigated and modified if necessary to limit the required stresses to those listed in Section 103.2. CAUTION: If a rigid connection of the bottom chord is to be made to a column or other , it shall be made only after the application of the dead loads. The joist is then no longer simply ed, and the system must be investigated for continuous frame action by the specifying professional. The designed detail of a rigid type connection and moment plates shall be shown on the structural drawings by the specifying professional. The moment plates shall be furnished by other than the joist manufacturer.

104.2 SPAN The clear span of a joist shall not exceed 24 times its depth. The term “Span” as used herein is defined as the clear span plus 8 inches (203 millimeters).

104.3 DEPTH The nominal depth of sloping chord joists shall be the depth at mid-span. The standard slope of the top chord shall be 1/8 inch per foot (1:96).

104.4 END S (a) Masonry and Concrete LH- and DLH-Series Joists ed by masonry or concrete are to bear on steel bearing plates and shall be designed as steel bearing. Due consideration of the end

72

reactions and all other vertical and lateral forces shall be taken by the specifying professional in the design of the steel bearing plate and the masonry or concrete. The ends of LH- and DLH-Series Joists shall extend a distance of not less than 6 inches (152 millimeters) over the masonry or concrete 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 joist. 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 , special consideration is to be given to the design of the steel bearing plate and the masonry or concrete by the specifying professional. The joists must bear a minimum 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 . The ends of LH- or DLH-Series Joists shall extend a distance of not less than 4 inches (102 millimeters) over the steel s. Where it is deemed necessary to butt opposite joists over a narrow steel with bearing less than that noted above, special ends must be specified, and such ends shall have positive attachment to the , 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 . The l/r of the bridging member shall not exceed 300, where l is the distance in inches (millimeters) between attachments and r is the least radius of gyration of the bridging member. (b) Diagonal Diagonal bridging shall consist of cross-bracing with a l/r ratio of not more than 200, where l is the distance in inches (millimeters) between connections, and r is the least radius of gyration of the bridging member. Where cross-bracing are connected at their point of intersection, the l distance shall be taken as the distance in inches (millimeters) between connections at the point of intersection of the bridging and the connections to the chord of the joists. (c) Bridging Lines For spans up through 60 feet (18288 mm), welded horizontal bridging may be used except where the row of bridging


LONGSPAN AND DEEP LONGSPAN STEEL JOISTS – LH- AND DLH-SERIES nearest the center is required to be bolted diagonal bridging as indicated by the Red shaded area in the Load Table. For spans over 60 feet (18288 mm) bolted diagonal bridging shall be used as indicated by the Blue and Gray shaded areas of the Load Table.

The maximum spacing of lines of top chord bridging shall not exceed the values in Table 104.5-1. 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.

Table 104.5-1 MAX. SPACING OF LINES OF TOP CHORD BRIDGING

104.7 END ANCHORAGE (a) Masonry and Concrete

(d) Quantity and Spacing

LH-DLH SECTION* NUMBER

The ends of all bridging lines terminating at walls or beams shall be anchored to resist the nominal force shown in Table 104.5-1.

NOMINAL** HORIZONTAL BRACING FORCE lbs

(N) (1779)

Ends of LH- and DLH-Series Joists 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 millimeters) ASTM A307 bolts (minimum), or the equivalent. (b) Steel Ends of LH- and DLH-Series Joists resting on steel s 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. When LH/DLH series joists are used to provide lateral stability to the ing 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 104.12).

02,03,04

11'-0" (3352 mm)

400

05,06

12'-0" (3657 mm)

500

(2224)

07,08

13'-0" (3962 mm)

650

(2891)

09,10

14'-0" (4267 mm)

800

(3558)

11,12

16'-0" (4876 mm)

1000

(4448)

13,14

16'-0" (4876 mm)

1200

(5337)

15,16

21'-0" (6400 mm)

1600

(7117)

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.

17

21'-0" (6400 mm)

1800

(8006)

104.9 FLOOR AND ROOF DECKS

18,19

26'-0" (7924 mm)

2000

(8896)

(a) Material

Number of lines of bridging is based on joist clear span dimensions. * Last two digits of joist designation shown in load table. ** Nominal bracing force is unfactored.

(e) Connections Connections to the chords of the steel joists shall be made by positive mechanical means or by welding, and capable of resisting a horizontal force not less than that specified in Table 104.5-1. (f) Bottom Chord Bearing Joists Where bottom chord bearing joists are utilized, a row of diagonal bridging shall be provided near the (s). This bridging shall be installed and anchored before the hoisting cable(s) is released.

104.6 INSTALLATION OF BRIDGING Bridging shall 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.

104.8 JOIST SPACING

Floor and roof decks may consist of cast-in-place or precast concrete or gypsum, formed steel, wood, or other suitable material capable of ing 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 structural slabs may be ribbed metal lath, corrugated steel sheets, paper-backed welded wire fabric, removable centering or any other suitable material capable of ing 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.

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LONGSPAN AND DEEP LONGSPAN STEEL JOISTS – LH- AND DLH-SERIES 104.10 DEFLECTION

(e) Attachments The spacing of attachments along the 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 following forces:

Table 104.9-1 SECTION* NUMBER

NOMINAL** FORCE REQUIRED

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)

* Last two digits of joist designation shown in the load table. ** Nominal force is unfactored.

(f) Wood Nailers Where wood nailers are used, such nailers in conjunction with deck or slab shall be firmly attached to the top chords of the joists in conformance with Section 104.9(e). (g) Joist with Standing Seam Roofing The stiffness and strength of standing-seam roof clips varies from one manufacturer to another. Therefore, some roof systems cannot be counted on to provide lateral stability to the joists which the roof. Sufficient stability must be provided to brace the joists laterally under the full design load. The compression chord must resist the chord axial design force in the plane of the joist (i.e., x-x axis buckling) and out of the plane of the joist (i.e., y-y axis buckling). Out of plane strength may be achieved by adjusting the bridging spacing and/or increasing the compression chord area, the joist depth, and the y-axis radius of gyration. The effective slenderness ratio in the y-direction equals 0.94 L/ry; where L is the bridging spacing in inches (millimeters). The maximum bridging spacing may not exceed that specified in Section 104.5(d). Horizontal bridging attached to the compression chords and their anchorages must be designed for a compressive axial force of 0.0025nP, where n is the number of joists between end anchors and P is the chord design force in kips (Newtons). The attachment force between the horizontal bridging member and the compression chord is 0.005P. Horizontal bridging attached to the tension chords shall be proportioned so that the slenderness ratio between attachments does not exceed 300. Diagonal bridging shall be proportioned so that the slenderness ratio between attachments does not exceed 200.

74

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.


104.12 UPLIFT Where uplift forces due to wind are a design requirement, these forces must be indicated on the contract drawings in of NET uplift in pounds per square foot (Pascals). The contract documents shall indicate if the net uplift is based on ASD or LRFD. When these forces are specified, they must be considered in the design of joists and/or bridging. A single line of bottom chord bridging must be provided near the first bottom chord 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 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 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 shop inspection of the joists at the manufacturing shop by the purchaser’s inspectors at purchaser’s expense.

104.14 PARALLEL CHORD SLOPED JOISTS 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.


LONGSPAN AND DEEP LONGSPAN STEEL JOISTS – LH- AND DLH-SERIES SECTION 105.*

ERECTION STABILITY AND HANDLING When it is necessary for the erector to climb on the joists, extreme caution must be exercised since unbridged joists may exhibit some degree of instability under the erector’s weight. (a) Stability Requirements 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 s. 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 must be snug tightened. The snug tight condition is defined as the tightness that exists when all plies of a t are in firm . This may be attained by a few impacts of an impact wrench or the full effort of an employee using an ordinary spud wrench. 2) On steel joists that do not require erection bridging as shown by the unshaded area of the Load Table, only one employee shall be allowed on the joist unless all bridging is installed and anchored. * For a thorough coverage of this topic, refer to SJI Technical Digest #9, “Handling and Erection of Steel Joists and Joist Girders”. 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 must be restrained laterally per Section 104.5(f) 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 s in accordance with Section 104.7- End Anchorage. (b) Landing and Placing Loads 1) Except as stated in paragraph 105(b)(3) of this section, no “construction loads”(1) are allowed on the steel joists until all bridging is installed and anchored, and all joist bearing ends are attached. 2) During the construction period, loads placed on the joists shall be distributed so as not to exceed the capacity of the joists. 3) No bundle of deck may 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” (2) and documented in a site specific erection plan that the structure or portion of structure is capable of ing the load; b) The bundle of decking is placed on a minimum of 3 steel joists; c) The joists ing 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.

75


LONGSPAN AND DEEP LONGSPAN STEEL JOISTS – LH- AND DLH-SERIES g) The edge of the construction load shall be placed within 1 foot (0.30 meters) of the bearing surface of the joist end. (c) Field Welding 1) All field welding shall be performed in accordance with contract documents. Field welding shall not damage the joists. 2) On cold-formed 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. (1)

See Appendix E for definition of “construction load”. A copy of the OSHA Steel Erection Standard §1926.757, Open Web Steel Joists, is included in Appendix E for reference purposes.

(d) Handling Particular attention should be paid to the erection of Longspan and Deep Longspan Steel Joists. Care shall be exercised at all times to avoid damage to the joists and accessories. Each joist shall be adequately braced laterally before any loads are applied. If lateral is provided by bridging, the bridging lines as defined in Section 105(a), paragraphs 2, 3, 4 and 5, must be anchored to prevent lateral movement. (e) Fall Arrest Systems Steel joists shall not be used as anchorage points for a fall arrest system unless written approval to do so is obtained from a “qualified person” (2). (2)

76



LONGSPAN STEEL JOISTS, LH-SERIES

STANDARD LRFD LOAD TABLE LONGSPAN STEEL JOISTS, LH-SERIES Based on a 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute May 1, 2000 – Revised to November 10, 2003 - Effective March 01, 2005 The black figures in the following table give the TOTAL safe factored uniformly distributed load-carrying capacities, in pounds per linear foot, of LRFD LH-Series Steel Joists. The weight of factored DEAD loads, including the joists, must in all cases be deducted to determine the factored LIVE load-carrying capacities of the joists. The approximate DEAD load of the joists may be determined from the weights per linear foot shown in the tables. The RED figures in this load table are the unfactored, nominal LIVE loads per linear foot of joist which will produce an approximate deflection of 1/360 of the span. LIVE loads which will produce a deflection of 1/240 of the span may be obtained by multiplying the RED figures by 1.5. In no case shall the TOTAL load capacity of the joists be exceeded. This load table applies to joists with either parallel chords or standard pitched top chords. When top chords are pitched, the carrying capacities are determined by the nominal depth of the joists at the center of the span. Standard top chord pitch is 1/8 inch per foot. If pitch exceeds this standard, the load table does not apply. Sloped parallel-chord joists shall use span as defined by the length along the slope.

Where the joist span is in the RED SHADED area of the load table, the row of bridging nearest the midspan shall be diagonal bridging with bolted connections at chords and intersection. Hoisting cables shall not be released until this row of bolted diagonal bridging is completely installed. Where the joist span is in the BLUE SHADED area of the load table, all rows of bridging shall be diagonal bridging with bolted connections at chords and intersection. Hoisting cables shall not be released until the two rows of bridging nearest the third points are completely installed. The approximate moment of inertia of the joist, in inches4 is; Ij = 26.767(WLL)(L3)(10-6 ), where WLL= RED figure in the Load Table, and L = (clear span + 0.67) in feet. When holes are required in top or bottom chords, the carrying capacities must be reduced in proportion to the reduction of chord areas. The top chords are considered as being stayed laterally by floor slab or roof deck. The approximate joist weights per linear foot shown in these tables do not include accessories.

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 Designation 18LH02

Approx. Wt Depth in Lbs. Per in Linear Ft inches (Joists only) 10 18

SAFE LOAD* in Lbs. Between 21-24 18000

18LH03

11

18

19950

18LH04

12

18

23250

18LH05

15

18

26250

18LH06

15

18

31050

18LH07

17

18

32250

18LH08

19

18

33600

18LH09

21

18

36000

20LH02

10

20

22-24 16950

20LH03

11

20

18000

20LH04

12

20

22050

20LH05

14

20

23700

20LH06

15

20

31650

20LH07

17

20

33750

20LH08

19

20

34800

20LH09

21

20

38100

20LH10

23

20

41100

CLEAR SPAN IN FEET 25 702 313 781 348 906 403 1026 454 1213 526 1260 553 1314 577 1404 616 25 663 306 703 337 861 428 924 459 1233 606 1317 647 1362 669 1485 729 1602 786

26 663 284 739 317 856 367 972 414 1123 469 1213 513 1264 534 1351 571 26 655 303 694 333 849 406 913 437 1186 561 1267 599 1309 619 1429 675 1542 724

27 627 259 700 289 802 329 921 378 1044 419 1170 476 1218 496 1302 527 27 646 298 687 317 837 386 903 416 1144 521 1221 556 1263 575 1377 626 1486 673

28 586 234 657 262 750 296 871 345 972 377 1089 428 1176 462 1257 491 28 615 274 678 302 792 352 892 395 1084 477 1179 518 1219 536 1329 581 1434 626

29 550 212 613 236 703 266 814 311 907 340 1017 386 1137 427 1215 458 29 582 250 651 280 744 320 856 366 1018 427 1140 484 1177 500 1284 542 1386 585

30 517 193 573 213 660 242 762 282 849 307 952 349 1075 387 1174 418 30 547 228 621 258 700 291 816 337 952 386 1066 438 1140 468 1242 507 1341 545

31 486 175 538 194 619 219 714 256 796 280 892 317 1020 351 1138 380 31 516 208 592 238 660 265 769 308 894 351 1000 398 1083 428 1203 475 1297 510

32 33 34 35 36 459 433 409 388 367 160 147 135 124 114 505 475 448 424 400 177 161 148 136 124 582 547 516 487 462 200 182 167 153 141 672 631 595 562 532 233 212 195 179 164 748 705 664 627 594 254 232 212 195 180 838 789 744 703 666 288 264 241 222 204 961 906 856 810 768 320 292 267 246 226 1069 1006 949 897 849 346 316 289 266 245 32 33 34 35 36 37 487 460 436 412 393 373 190 174 160 147 136 126 558 528 499 474 448 424 218 200 184 169 156 143 624 589 558 529 502 477 243 223 205 189 174 161 726 687 651 616 585 556 281 258 238 219 202 187 840 790 745 703 666 631 320 292 267 246 226 209 940 885 834 789 745 706 362 331 303 278 256 236 1030 981 931 882 837 795 395 365 336 309 285 262 1167 1132 1068 1009 954 904 437 399 366 336 309 285 1258 1221 1186 1122 1060 1005 479 448 411 377 346 320

38 355 117 403 133 454 149 529 173 598 192 670 218 754 242 858 264 954 296

39 337 108 382 123 433 139 504 161 568 178 637 202 718 225 816 244 906 274

40 322 101 364 114 412 129 481 150 541 165 606 187 685 209 775 227 862 254

† Errata correction posted by SJI 06/29/2007.

77



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 Designation 24LH03

Approx. Wt Depth in Lbs. Per in Linear Ft. inches (Joists only) 11 24

SAFELOAD* in Lbs. Between 28-32 17250

24LH04

12

24

21150

24LH05

13

24

22650

24LH06

16

24

30450

24LH07

17

24

33450

24LH08

18

24

35700

24LH09

21

24

42000

24LH10

23

24

44400

24LH11

25

24

46800

28LH05

13

28

33-40 21000

28LH06

16

28

27900

28LH07

17

28

31500

28LH08

18

28

33750

28LH09

21

28

41550

28LH10

23

28

45450

28LH11

25

28

48750

28LH12

27

28

53550

28LH13

30

28

55800

32LH06

14

32

38-46 47-48 25050 25050

32LH07

16

32

28200 28200

32LH08

17

32

30600 30600

32LH09

21

32

38400 38400

32LH10

21

32

42450 42450

32LH11

24

32

46500 46500

32LH12

27

32

54600 54600

32LH13

30

32

60900 60900

32LH14

33

32

62700 62700

32LH15

35

32

64800 64800

36LH07

16

36

42-46 47-56 25200 25200

36LH08

18

36

27750 27750

36LH09

21

36

35550 35550

36LH10

21

36

39150 39150

36LH11

23

36

42750 42750

36LH12

25

36

51150 51150

36LH13

30

36

60150 60150

36LH14

36

36

66300 66300

36LH15

36

36

69900 69900

CLEAR SPAN IN FEET 33 513 235 628 288 673 308 906 411 997 452 1060 480 1248 562 1323 596 1390 624 41 505 219 672 289 757 326 810 348 1000 428 1093 466 1170 498 1285 545 1342 569 49 507 211 568 235 616 255 774 319 856 352 937 385 1101 450 1225 500 1264 515 1305 532 57 438 177 481 194 616 247 681 273 742 297 889 354 1045 415 1152 456 1213 480

34 508 226 597 265 669 297 868 382 957 421 1015 447 1212 530 1284 559 1350 588 42 484 205 643 270 726 305 775 325 958 400 1056 439 1143 475 1255 520 1311 543 50 489 199 549 223 595 242 747 302 825 332 903 363 1068 428 1201 480 1239 495 1279 511 58 424 168 466 185 597 235 660 260 720 283 862 338 1012 395 1132 434 1192 464

35 504 218 568 246 660 285 832 356 919 393 973 416 1177 501 1248 528 1312 555 43 465 192 618 253 696 285 744 305 918 375 1018 414 1104 448 1227 496 1281 518 51 472 189 529 211 574 229 720 285 796 315 870 343 1032 406 1177 461 1215 476 1255 492 59 411 160 453 176 579 224 639 248 697 269 835 322 981 376 1093 412 1171 448

† Errata correction posted by SJI 02/16/2007.

78

36 484 204 540 227 628 264 795 331 882 367 933 388 1146 460 1213 500 1276 525 44 445 180 592 238 667 267 712 285 879 351 976 388 1066 423 1200 476 1252 495 52 456 179 511 200 553 216 694 270 768 297 840 325 996 384 1156 444 1192 458 1231 473 60 399 153 439 168 561 214 619 236 676 257 810 307 951 359 1059 392 1153 434

37 460 188 514 210 598 244 756 306 847 343 895 362 1096 424 1182 474 1243 498 45 429 169 568 223 640 251 684 268 844 329 937 364 1023 397 1173 454 1224 472 53 441 169 493 189 535 205 670 256 742 282 811 308 961 364 1113 420 1170 440 1207 454 61 387 146 426 160 544 204 601 225 657 246 784 292 922 342 1024 373 1116 413

38 439 175 490 195 570 226 720 284 811 320 858 338 1044 393 1152 439 1210 472 46 412 159 546 209 615 236 657 252 810 309 900 342 982 373 1149 435 1198 452 54 426 161 477 179 517 194 648 243 717 267 783 292 928 345 1072 397 1149 417 1186 438 62 376 140 414 153 528 195 583 215 637 234 762 279 894 327 991 356 1081 394

39 418 162 468 182 544 210 685 263 774 297 817 314 994 363 1105 406 1180 449 47 397 150 525 197 591 222 630 236 778 291 864 322 943 351 1105 408 1173 433 55 412 153 462 170 499 184 627 230 693 254 757 277 897 327 1035 376 1107 395 1164 422 63 366 134 402 146 513 186 567 206 618 224 739 267 868 312 961 339 1047 375

40 400 152 447 169 520 196 655 245 736 276 780 292 948 337 1053 378 1152 418 48 382 142 505 186 568 209 604 222 748 274 831 303 907 331 1063 383 1149 415 56 399 145 447 162 483 175 606 219 667 240 732 263 867 311 999 354 1069 374 1144 407 64 355 128 390 140 499 179 550 197 601 214 717 255 843 298 931 323 1015 358

41 42 43 44 382 366 351 336 141 132 124 116 427 409 393 376 158 148 138 130 496 475 456 436 182 171 160 150 625 598 571 546 228 211 197 184 702 669 639 610 257 239 223 208 745 712 682 652 272 254 238 222 903 861 822 786 313 292 272 254 1002 955 912 873 351 326 304 285 1101 1051 1006 963 388 361 337 315 49 50 51 52 367 355 342 330 133 126 119 113 486 469 451 436 175 166 156 148 547 528 508 490 197 186 176 166 580 556 535 516 209 196 185 175 721 694 669 645 258 243 228 216 799 769 742 715 285 269 255 241 873 841 810 781 312 294 278 263 1023 984 948 913 361 340 321 303 1126 1083 1041 1002 396 373 352 332 57 58 59 60 385 373 363 351 138 131 125 119 432 418 406 393 154 146 140 133 468 453 439 426 167 159 151 144 586 568 550 534 208 198 189 180 645 624 603 583 228 217 206 196 709 687 664 643 251 239 227 216 838 811 786 762 295 281 267 255 964 931 900 871 336 319 304 288 1032 997 964 933 355 337 321 304 1125 1087 1051 1017 393 374 355 338 65 66 67 68 345 336 327 318 122 117 112 107 379 369 358 349 134 128 123 118 484 471 459 445 171 163 157 150 535 520 507 492 188 180 173 165 583 567 552 537 205 196 188 180 696 675 655 636 243 232 222 213 819 796 774 753 285 273 262 251 903 876 850 826 309 295 283 270 984 955 927 900 342 327 312 299

45 322 109 361 122 420 141 522 172 583 195 625 208 751 238 834 266 924 294 53 319 107 421 140 474 158 496 165 622 204 690 228 753 249 880 285 964 314 61 340 114 381 127 412 137 517 172 564 186 624 206 738 243 843 275 903 290 984 322 69 310 103 340 113 433 144 480 159 522 173 618 204 732 240 802 259 874 286

46 310 102 346 114 403 132 501 161 559 182 600 196 720 223 799 249 885 276 54 309 102 406 133 457 150 478 156 601 193 666 215 727 236 849 270 930 297 62 330 108 370 121 400 131 502 164 546 178 604 196 715 232 816 262 874 276 952 306 70 301 99 331 109 423 138 466 152 508 166 600 195 712 231 780 247 850 274

47 298 96 333 107 387 124 480 152 535 171 576 184 690 209 766 234 850 259 55 298 97 393 126 442 142 462 148 580 183 643 204 702 223 819 256 897 281 63 321 104 360 116 388 125 487 157 529 169 585 187 694 221 790 249 846 264 924 292 71 294 95 322 104 412 133 454 146 495 159 583 187 694 222 757 237 826 263

48 286 90 321 101 372 117 460 142 514 161 553 173 661 196 735 220 816 243 56 289 92 379 120 427 135 445 140 561 173 622 193 679 212 790 243 865 266 64 312 99 349 111 378 120 472 149 513 162 567 179 673 211 766 238 820 251 895 279 72 286 91 313 100 400 127 442 140 483 153 567 179 676 213 738 228 804 252



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 Designation

Approx. Wt in Lbs. Per Linear Ft.

Depth in inches

40LH08

(Joists Only) 16

40

SAFELOAD* in Lbs. Between 47-59 60-64 24900 24900

40LH09

21

40

32700 32700

40LH10

21

40

36000 36000

40LH11

22

40

39300 39300

40LH12

25

40

47850 47850

40LH13

30

40

56400 56400

40LH14

35

40

64500 64500

40LH15

36

40

72150 72150

40LH16

42

40

79500 79500

44LH09

19

44

52-59 60-72 30000 30000

44LH10

21

44

33150 33150

44LH11

22

44

35850 35850

44LH12

25

44

44400 44400

44LH13

30

44

52650 52650

44LH14

31

44

60600 60600

44LH15

36

44

70500 70500

44LH16

42

44

81300 81300

44LH17

47

44

87300 87300

48LH10

21

48

56-59 60-80 30000 30000

48LH11

22

48

32550 32550

48LH12

25

48

41100 41100

48LH13

29

48

49200 49200

48LH14

32

48

58050 58050

48LH15

36

48

66750 66750

48LH16

42

48

76950 76950

48LH17

47

48

86400 86400

CLEAR SPAN IN FEET 65 381 150 498 196 550 216 598 234 729 285 859 334 984 383 1101 427 1212 469 73 408 158 450 174 487 188 603 232 715 275 823 315 958 366 1105 421 1185 450 81 369 141 399 152 504 191 603 228 712 269 817 308 943 355 1059 397

66 370 144 484 188 535 207 582 224 708 273 835 320 957 367 1068 408 1194 455 74 397 152 439 168 475 181 589 224 699 265 801 302 934 352 1078 405 1170 438 82 361 136 390 147 493 185 589 221 696 260 799 298 922 343 1035 383

67 361 138 472 180 520 198 567 215 688 261 813 307 930 351 1036 390 1176 441 75 388 146 429 162 465 175 574 215 681 254 780 291 912 339 1051 390 1153 426 83 354 132 382 142 483 179 576 213 681 251 781 287 901 331 1012 371

68 69 70 71 72 73 74 351 342 333 325 316 309 301 132 127 122 117 112 108 104 459 447 436 424 414 403 394 173 166 160 153 147 141 136 507 493 481 469 457 445 435 190 183 176 169 162 156 150 552 537 523 510 498 484 472 207 198 190 183 176 169 163 670 652 636 619 603 588 573 251 241 231 222 213 205 197 792 771 750 730 712 694 676 295 283 271 260 250 241 231 904 880 856 834 813 792 772 336 323 309 297 285 273 263 1006 978 949 924 898 874 850 373 357 342 328 315 302 290 1158 1141 1126 1095 1065 1036 1009 428 416 404 387 371 356 342 76 77 78 79 80 81 82 379 370 363 354 346 339 331 141 136 131 127 122 118 114 418 408 399 390 381 373 364 155 150 144 139 134 130 125 453 442 433 423 414 403 396 168 162 157 151 146 140 136 561 547 534 520 508 496 484 207 200 192 185 179 172 166 666 649 634 619 606 592 579 246 236 228 220 212 205 198 759 739 721 703 685 669 654 279 268 259 249 240 231 223 889 868 847 826 805 786 768 326 314 303 292 281 271 261 1026 1002 978 955 933 912 891 375 362 348 336 324 313 302 1138 1125 1098 1072 1048 1024 1000 415 405 390 376 363 351 338 84 85 86 87 88 89 90 346 339 331 325 318 312 306 127 123 119 116 112 108 105 373 366 358 351 343 337 330 137 133 129 125 120 117 113 472 462 451 442 433 424 415 173 167 161 156 151 147 142 564 552 540 529 517 507 498 206 199 193 187 180 175 170 666 651 637 624 610 598 585 243 234 227 220 212 206 199 765 748 732 717 702 687 672 278 269 260 252 244 236 228 882 864 844 826 810 792 777 320 310 299 289 280 271 263 990 969 948 928 909 889 871 358 346 335 324 314 304 294

* The safe factored uniform load for the clear spans shown in the Safe Load Column is equal to (Safe Load) / (Clear span + 0.67). (The added 0.67 feet (8 inches) is required to obtain the proper length on which the Load Tables were developed). In no case shall the safe factored uniform load, for clear spans less than the minimum clear span shown in the Safe Load Column, exceed the uniform load calculated for the minimum clear span listed in the Safe Load Column.

75 294 100 384 131 424 144 462 157 559 189 660 223 753 252 828 279 982 329 83 324 110 357 121 387 131 472 160 565 191 637 215 750 252 870 291 978 327 91 300 102 324 110 408 138 487 164 574 193 658 221 760 255 853 285

76 288 97 375 126 414 139 450 151 546 182 643 214 735 243 807 268 957 316 84 316 106 349 117 378 127 462 155 553 185 622 207 732 243 852 282 957 316 92 294 99 318 106 399 133 477 159 562 187 645 214 745 247 837 276

77 280 93 366 122 403 134 439 145 532 176 628 207 717 233 786 258 933 304 85 310 103 342 113 370 123 450 149 541 179 609 200 714 234 832 272 936 305 93 288 96 312 103 391 129 468 154 550 181 633 208 730 239 820 268

78 274 90 358 118 393 129 429 140 519 169 613 199 699 225 766 248 909 292 86 303 99 334 110 363 119 439 144 529 173 594 193 699 227 814 263 915 295 94 282 93 306 100 384 126 459 150 540 176 619 201 715 232 804 260

79 267 86 349 113 382 124 418 135 507 163 598 192 682 216 747 239 886 282 87 297 96 327 106 354 115 430 139 519 167 580 187 682 219 796 255 895 285 95 277 90 300 97 376 122 450 145 529 171 607 195 702 225 787 252

80 261 83 342 109 373 119 409 130 495 157 585 185 666 209 729 230 864 271 88 291 93 321 103 348 111 420 134 507 161 568 181 667 211 780 246 876 276 96 271 87 294 94 369 118 441 141 519 165 595 189 688 218 772 245

To solve for live loads for clear spans shown in the Safe Load Column (or lesser clear spans), multiply the live load of the shortest clear span shown in the Load Table by the (the shortest clear span shown in the Load Table + 0.67 feet)2 and divide by (the actual clear span + 0.67 feet) 2. The live load shall not exceed the safe uniform load.

79



STANDARD ASD LOAD TABLE LONGSPAN STEEL JOISTS, LH-SERIES Based on a 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute May 25, 1983 – Revised to November 10, 2003 - Effective March 01, 2005 The black figures in the following table give the TOTAL safe uniformly distributed load-carrying capacities, in pounds per linear foot, of ASD LH-Series Steel Joists. The weight of DEAD loads, including the joists, must in all cases be deducted to determine the LIVE load-carrying capacities of the joists. The approximate DEAD load of the joists may be determined from the weights per linear foot shown in the tables. The RED figures in this load table are the nominal LIVE loads per linear foot of joist which will produce an approximate deflection of 1/360 of the span. LIVE loads which will produce a deflection of 1/240 of the span may be obtained by multiplying the RED figures by 1.5. In no case shall the TOTAL load capacity of the joists be exceeded. This load table applies to joists with either parallel chords or standard pitched top chords. When top chords are pitched, the carrying capacities are determined by the nominal depth of the joists at the center of the span. Standard top chord pitch is 1/8 inch per foot. If pitch exceeds this standard, the load table does not apply. Sloped parallel-chord joists shall use span as defined by the length along the slope.

Where the joist span is in the RED SHADED area of the load table, the row of bridging nearest the midspan shall be diagonal bridging with bolted connections at chords and intersection. Hoisting cables shall not be released until this row of bolted diagonal bridging is completely installed. Where the joist span is in the BLUE SHADED area of the load table, all rows of bridging shall be diagonal bridging with bolted connections at chords and intersection. Hoisting cables shall not be released until the two rows of bridging nearest the third points are completely installed. The approximate moment of inertia of the joist, in inches4 is; Ij = 26.767(WLL)(L3)(10-6 ), where WLL= RED figure in the Load Table, and L = (clear span + 0.67) in feet. When holes are required in top or bottom chords, the carrying capacities must be reduced in proportion to the reduction of chord areas. The top chords are considered as being stayed laterally by floor slab or roof deck. The approximate joist weights per linear foot shown in these tables do not include accessories.

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) Depth in inches

18LH02

Approx. Wt in Lbs. Per Linear Ft (Joists only) 10

18

SAFE LOAD* in Lbs. Between 21-24 12000

18LH03

11

18

13300

18LH04

12

18

15500

18LH05

15

18

17500

18LH06

15

18

20700

18LH07

17

18

21500

18LH08

19

18

22400

18LH09

21

18

24000

20LH02

10

20

22-24 11300

20LH03

11

20

12000

20LH04

12

20

14700

20LH05

14

20

15800

20LH06

15

20

21100

20LH07

17

20

22500

20LH08

19

20

23200

20LH09

21

20

25400

20LH10

23

20

27400

Joist Designation

80

CLEAR SPAN IN FEET 25 26 468 442 313 284 521 493 348 317 604 571 403 367 684 648 454 414 809 749 526 469 840 809 553 513 876 843 577 534 936 901 616 571 25 26 442 437 306 303 469 463 337 333 574 566 428 406 616 609 459 437 822 791 606 561 878 845 647 599 908 873 669 619 990 953 729 675 1068 1028 786 724

27 418 259 467 289 535 329 614 378 696 419 780 476 812 496 868 527 27 431 298 458 317 558 386 602 416 763 521 814 556 842 575 918 626 991 673

28 391 234 438 262 500 296 581 345 648 377 726 428 784 462 838 491 28 410 274 452 302 528 352 595 395 723 477 786 518 813 536 886 581 956 626

29 367 212 409 236 469 266 543 311 605 340 678 386 758 427 810 458 29 388 250 434 280 496 320 571 366 679 427 760 484 785 500 856 542 924 585

30 345 193 382 213 440 242 508 282 566 307 635 349 717 387 783 418 30 365 228 414 258 467 291 544 337 635 386 711 438 760 468 828 507 894 545

31 324 175 359 194 413 219 476 256 531 280 595 317 680 351 759 380 31 344 208 395 238 440 265 513 308 596 351 667 398 722 428 802 475 865 510

32 306 160 337 177 388 200 448 233 499 254 559 288 641 320 713 346 32 325 190 372 218 416 243 484 281 560 320 627 362 687 395 778 437 839 479

33 289 147 317 161 365 182 421 212 470 232 526 264 604 292 671 316 33 307 174 352 200 393 223 458 258 527 292 590 331 654 365 755 399 814 448

34 273 135 299 148 344 167 397 195 443 212 496 241 571 267 633 289 34 291 160 333 184 372 205 434 238 497 267 556 303 621 336 712 366 791 411

35 259 124 283 136 325 153 375 179 418 195 469 222 540 246 598 266 35 275 147 316 169 353 189 411 219 469 246 526 278 588 309 673 336 748 377

36 245 114 267 124 308 141 355 164 396 180 444 204 512 226 566 245 36 262 136 299 156 335 174 390 202 444 226 497 256 558 285 636 309 707 346

37 249 126 283 143 318 161 371 187 421 209 471 236 530 262 603 285 670 320

38 237 117 269 133 303 149 353 173 399 192 447 218 503 242 572 264 636 296

39 225 108 255 123 289 139 336 161 379 178 425 202 479 225 544 244 604 274

40 215 101 243 114 275 129 321 150 361 165 404 187 457 209 517 227 575 254



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 Designation

Approx. Wt in Lbs. Per Linear Ft. (Joists only)

Depth in inches

SAFELOAD* in Lbs. Between

24LH03

11

24

28-32 11500

24LH04

12

24

14100

24LH05

13

24

15100

24LH06

16

24

20300

24LH07

17

24

22300

24LH08

18

24

23800

24LH09

21

24

28000

24LH10

23

24

29600

24LH11

25

24

31200

28LH05

13

28

33-40 14000

28LH06

16

28

18600

28LH07

17

28

21000

28LH08

18

28

22500

28LH09

21

28

27700

28LH10

23

28

30300

28LH11

25

28

32500

28LH12

27

28

35700

28LH13

30

28

37200

32LH06

14

32

38-46 47-48 16700 16700

32LH07

16

32

18800 18800

32LH08

17

32

20400 20400

32LH09

21

32

25600 25600

32LH10

21

32

28300 28300

32LH11

24

32

31000 31000

32LH12

27

32

36400 36400

32LH13

30

32

40600 40600

32LH14

33

32

41800 41800

32LH15

35

32

43200 43200

36LH07

16

36

42-46 47-56 16800 16800

36LH08

18

36

18500 18500

36LH09

21

36

23700 23700

36LH10

21

36

26100 26100

36LH11

23

36

28500 28500

36LH12

25

36

34100 34100

36LH13

30

36

40100 40100

36LH14

36

36

44200 44200

36LH15

36

36

46600 46600

CLEAR SPAN IN FEET 33 342 235 419 288 449 308 604 411 665 452 707 480 832 562 882 596 927 624 41 337 219 448 289 505 326 540 348 667 428 729 466 780 498 857 545 895 569 49 338 211 379 235 411 255 516 319 571 352 625 385 734 450 817 500 843 515 870 532 57 292 177 321 194 411 247 454 273 495 297 593 354 697 415 768 456 809 480

34 339 226 398 265 446 297 579 382 638 421 677 447 808 530 856 559 900 588 42 323 205 429 270 484 305 517 325 639 400 704 439 762 475 837 520 874 543 50 326 199 366 223 397 242 498 302 550 332 602 363 712 428 801 480 826 495 853 511 58 283 168 311 185 398 235 440 260 480 283 575 338 675 395 755 434 795 464

35 336 218 379 246 440 285 555 356 613 393 649 416 785 501 832 528 875 555 43 310 192 412 253 464 285 496 305 612 375 679 414 736 448 818 496 854 518 51 315 189 353 211 383 229 480 285 531 315 580 343 688 406 785 461 810 476 837 492 59 274 160 302 176 386 224 426 248 465 269 557 322 654 376 729 412 781 448

36 323 204 360 227 419 264 530 331 588 367 622 388 764 460 809 500 851 525 44 297 180 395 238 445 267 475 285 586 351 651 388 711 423 800 476 835 495 52 304 179 341 200 369 216 463 270 512 297 560 325 664 384 771 444 795 458 821 473 60 266 153 293 168 374 214 413 236 451 257 540 307 634 359 706 392 769 434

37 307 188 343 210 399 244 504 306 565 343 597 362 731 424 788 474 829 498 45 286 169 379 223 427 251 456 268 563 329 625 364 682 397 782 454 816 472 53 294 169 329 189 357 205 447 256 495 282 541 308 641 364 742 420 780 440 805 454 61 258 146 284 160 363 204 401 225 438 246 523 292 615 342 683 373 744 413

38 293 175 327 195 380 226 480 284 541 320 572 338 696 393 768 439 807 472 46 275 159 364 209 410 236 438 252 540 309 600 342 655 373 766 435 799 452 54 284 161 318 179 345 194 432 243 478 267 522 292 619 345 715 397 766 417 791 438 62 251 140 276 153 352 195 389 215 425 234 508 279 596 327 661 356 721 394

39 279 162 312 182 363 210 457 263 516 297 545 314 663 363 737 406 787 449 47 265 150 350 197 394 222 420 236 519 291 576 322 629 351 737 408 782 433 55 275 153 308 170 333 184 418 230 462 254 505 277 598 327 690 376 738 395 776 422 63 244 134 268 146 342 186 378 206 412 224 493 267 579 312 641 339 698 375

40 267 152 298 169 347 196 437 245 491 276 520 292 632 337 702 378 768 418 48 255 142 337 186 379 209 403 222 499 274 554 303 605 331 709 383 766 415 56 266 145 298 162 322 175 404 219 445 240 488 263 578 311 666 354 713 374 763 407 64 237 128 260 140 333 179 367 197 401 214 478 255 562 298 621 323 677 358

41 255 141 285 158 331 182 417 228 468 257 497 272 602 313 668 351 734 388 49 245 133 324 175 365 197 387 209 481 258 533 285 582 312 682 361 751 396 57 257 138 288 154 312 167 391 208 430 228 473 251 559 295 643 336 688 355 750 393 65 230 122 253 134 323 171 357 188 389 205 464 243 546 285 602 309 656 342

42 244 132 273 148 317 171 399 211 446 239 475 254 574 292 637 326 701 361 50 237 126 313 166 352 186 371 196 463 243 513 269 561 294 656 340 722 373 58 249 131 279 146 302 159 379 198 416 217 458 239 541 281 621 319 665 337 725 374 66 224 117 246 128 314 163 347 180 378 196 450 232 531 273 584 295 637 327

43 234 124 262 138 304 160 381 197 426 223 455 238 548 272 608 304 671 337 51 228 119 301 156 339 176 357 185 446 228 495 255 540 278 632 321 694 352 59 242 125 271 140 293 151 367 189 402 206 443 227 524 267 600 304 643 321 701 355 67 218 112 239 123 306 157 338 173 368 188 437 222 516 262 567 283 618 312

44 224 116 251 130 291 150 364 184 407 208 435 222 524 254 582 285 642 315 52 220 113 291 148 327 166 344 175 430 216 477 241 521 263 609 303 668 332 60 234 119 262 133 284 144 356 180 389 196 429 216 508 255 581 288 622 304 678 338 68 212 107 233 118 297 150 328 165 358 180 424 213 502 251 551 270 600 299

45 215 109 241 122 280 141 348 172 389 195 417 208 501 238 556 266 616 294 53 213 107 281 140 316 158 331 165 415 204 460 228 502 249 587 285 643 314 61 227 114 254 127 275 137 345 172 376 186 416 206 492 243 562 275 602 290 656 322 69 207 103 227 113 289 144 320 159 348 173 412 204 488 240 535 259 583 286

46 207 102 231 114 269 132 334 161 373 182 400 196 480 223 533 249 590 276 54 206 102 271 133 305 150 319 156 401 193 444 215 485 236 566 270 620 297 62 220 108 247 121 267 131 335 164 364 178 403 196 477 232 544 262 583 276 635 306 70 201 99 221 109 282 138 311 152 339 166 400 195 475 231 520 247 567 274

47 199 96 222 107 258 124 320 152 357 171 384 184 460 209 511 234 567 259 55 199 97 262 126 295 142 308 148 387 183 429 204 468 223 546 256 598 281 63 214 104 240 116 259 125 325 157 353 169 390 187 463 221 527 249 564 264 616 292 71 196 95 215 104 275 133 303 146 330 159 389 187 463 222 505 237 551 263

48 191 90 214 101 248 117 307 142 343 161 369 173 441 196 490 220 544 243 56 193 92 253 120 285 135 297 140 374 173 415 193 453 212 527 243 577 266 64 208 99 233 111 252 120 315 149 342 162 378 179 449 211 511 238 547 251 597 279 72 191 91 209 100 267 127 295 140 322 153 378 179 451 213 492 228 536 252

81



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 Designation

Approx. Wt Depth in Lbs. Per in Linear Ft. inches

SAFELOAD* in Lbs. Between

40LH08

(Joists Only) 16

40

47-59 16600

60-64 16600

40LH09

21

40

21800

21800

40LH10

21

40

24000

24000

40LH11

22

40

26200

26200

40LH12

25

40

31900

31900

40LH13

30

40

37600

37600

40LH14

35

40

43000

43000

40LH15

36

40

48100

48100

40LH16

42

40

53000

53000

44LH09

19

44

52-59 20000

60-72 20000

44LH10

21

44

22100

22100

44LH11

22

44

23900

23900

44LH12

25

44

29600

29600

44LH13

30

44

35100

35100

44LH14

31

44

40400

40400

44LH15

36

44

47000

47000

44LH16

42

44

54200

54200

44LH17

47

44

58200

58200

48LH10

21

48

56-59 20000

60-80 20000

48LH11

22

48

21700

21700

48LH12

25

48

27400

27400

48LH13

29

48

32800

32800

48LH14

32

48

38700

38700

48LH15

36

48

44500

44500

48LH16

42

48

51300

51300

48LH17

47

48

57600

57600

CLEAR SPAN IN FEET 65 254 150 332 196 367 216 399 234 486 285 573 334 656 383 734 427 808 469 73 272 158 300 174 325 188 402 232 477 275 549 315 639 366 737 421 790 450 81 246 141 266 152 336 191 402 228 475 269 545 308 629 355 706 397

66 247 144 323 188 357 207 388 224 472 273 557 320 638 367 712 408 796 455 74 265 152 293 168 317 181 393 224 466 265 534 302 623 352 719 405 780 438 82 241 136 260 147 329 185 393 221 464 260 533 298 615 343 690 383

67 241 138 315 180 347 198 378 215 459 261 542 307 620 351 691 390 784 441 75 259 146 286 162 310 175 383 215 454 254 520 291 608 339 701 390 769 426 83 236 132 255 142 322 179 384 213 454 251 521 287 601 331 675 371

68 234 132 306 173 338 190 368 207 447 251 528 295 603 336 671 373 772 428 76 253 141 279 155 302 168 374 207 444 246 506 279 593 326 684 375 759 415 84 231 127 249 137 315 173 376 206 444 243 510 278 588 320 660 358

* The safe uniform load for the clear spans shown in the Safe Load Column is equal to (Safe Load) / (Clear span + 0.67). (The added 0.67 feet (8 inches) is required to obtain the proper length on which the Load Tables were developed). In no case shall the safe uniform load, for clear spans less than the minimum clear span shown in the Safe Load Column, exceed the uniform load calculated for the minimum clear span listed in the Safe Load Column.

82

69 228 127 298 166 329 183 358 198 435 241 514 283 587 323 652 357 761 416 77 247 136 272 150 295 162 365 200 433 236 493 268 579 314 668 362 750 405 85 226 123 244 133 308 167 368 199 434 234 499 269 576 310 646 346

70 222 122 291 160 321 176 349 190 424 231 500 271 571 309 633 342 751 404 78 242 131 266 144 289 157 356 192 423 228 481 259 565 303 652 348 732 390 86 221 119 239 129 301 161 360 193 425 227 488 260 563 299 632 335

71 217 117 283 153 313 169 340 183 413 222 487 260 556 297 616 328 730 387 79 236 127 260 139 282 151 347 185 413 220 469 249 551 292 637 336 715 376 87 217 116 234 125 295 156 353 187 416 220 478 252 551 289 619 324

72 211 112 276 147 305 162 332 176 402 213 475 250 542 285 599 315 710 371 80 231 122 254 134 276 146 339 179 404 212 457 240 537 281 622 324 699 363 88 212 112 229 120 289 151 345 180 407 212 468 244 540 280 606 314

73 206 108 269 141 297 156 323 169 392 205 463 241 528 273 583 302 691 356 81 226 118 249 130 269 140 331 172 395 205 446 231 524 271 608 313 683 351 89 208 108 225 117 283 147 338 175 399 206 458 236 528 271 593 304

74 201 104 263 136 290 150 315 163 382 197 451 231 515 263 567 290 673 342 82 221 114 243 125 264 136 323 166 386 198 436 223 512 261 594 302 667 338 90 204 105 220 113 277 142 332 170 390 199 448 228 518 263 581 294

75 196 100 256 131 283 144 308 157 373 189 440 223 502 252 552 279 655 329 83 216 110 238 121 258 131 315 160 377 191 425 215 500 252 580 291 652 327 91 200 102 216 110 272 138 325 164 383 193 439 221 507 255 569 285

76 192 97 250 126 276 139 300 151 364 182 429 214 490 243 538 268 638 316 84 211 106 233 117 252 127 308 155 369 185 415 207 488 243 568 282 638 316 92 196 99 212 106 266 133 318 159 375 187 430 214 497 247 558 276

77 187 93 244 122 269 134 293 145 355 176 419 207 478 233 524 258 622 304 85 207 103 228 113 247 123 300 149 361 179 406 200 476 234 555 272 624 305 93 192 96 208 103 261 129 312 154 367 181 422 208 487 239 547 268

78 183 90 239 118 262 129 286 140 346 169 409 199 466 225 511 248 606 292 86 202 99 223 110 242 119 293 144 353 173 396 193 466 227 543 263 610 295 94 188 93 204 100 256 126 306 150 360 176 413 201 477 232 536 260

79 178 86 233 113 255 124 279 135 338 163 399 192 455 216 498 239 591 282 87 198 96 218 106 236 115 287 139 346 167 387 187 455 219 531 255 597 285 95 185 90 200 97 251 122 300 145 353 171 405 195 468 225 525 252

80 174 83 228 109 249 119 273 130 330 157 390 185 444 209 486 230 576 271 88 194 93 214 103 232 111 280 134 338 161 379 181 445 211 520 246 584 276 96 181 87 196 94 246 118 294 141 346 165 397 189 459 218 515 245

To solve for live loads for clear spans shown in the Safe Load Column (or lesser clear spans), multiply the live load of the shortest clear span shown in the Load Table by the (the shortest clear span shown in the Load Table + 0.67 feet)2 and divide by (the actual clear span + 0.67 feet)2. The live load shall not exceed the safe uniform load.


DEEP LONGSPAN STEEL JOISTS, DLH-SERIES

STANDARD LRFD LOAD TABLE DEEP LONGSPAN STEEL JOISTS, DLH-SERIES Based on a 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute May 1, 2000 Revised to November 10, 2003 - Effective March 01, 2005 The black figures in the following table give the TOTAL safe factored uniformly distributed load-carrying capacities, in pounds per linear foot, of an LRFD DLH-Series Steel Joists. The weight of factored DEAD loads, including the joists, must in all cases be deducted to determine the factored LIVE load-carrying capacities of the joists. The approximate DEAD load of the joists may be determined from the weights per linear foot shown in the tables. All loads shown are for roof construction only. The RED figures in this load table are the unfactored, nominal LIVE loads per linear foot of joist which will produce an approximate deflection of 1/360 of the span. LIVE loads which will produce a deflection of 1/240 of the span may be obtained by multiplying the RED figures by 1.5. In no case shall the TOTAL load capacity of the joists be exceeded. This load table applies to joists with either parallel chords or standard pitched top chords. When top chords are pitched, the carrying capacities are determined by the nominal depth of the joists at the center of the span. Standard top chord pitch is 1/8 inch per foot. If pitch exceeds this standard, the load table does not apply. Sloped parallel-chord joists shall use span as defined by the length along the slope.

All rows of bridging shall be diagonal bridging with bolted connections at the chords and intersections. Where the joist span is in the BLUE SHADED area of the load table hoisting cables shall not be released until the two rows of bridging nearest the third points are completely installed. Where the joist span is in the GRAY SHADED area of the load table hoisting cables shall not be released until all rows of bridging are completely installed. The approximate moment of inertia of the joist, in inches4 is; Ij = 26.767(WLL)(L3)(10-6 ), where WLL= RED figure in the Load Table, and L = (clear span + 0.67) in feet. When holes are required in top or bottom chords, the carrying capacities must be reduced in proportion to the reduction of chord areas. The top chords are considered as being stayed laterally by floor slab or roof deck. The approximate joist weights per linear foot shown in these tables do not include accessories.

LRFD STANDARD LOAD TABLE FOR DEEP LONGSPAN STEEL JOISTS, DLH-SERIES Based on a 50 ksi Maximum Yield Strength - Loads Shown in Pounds per Linear Foot (plf) Approx. Wt Depth SAFELOAD* Joist in in Lbs. Designation in Lbs. Per Linear Ft inches Between (Joists only) 89 61-88 52DLH10 25 52 447 40050 171 52DLH11 26 52 43950 490 187 52DLH12 29 52 49050 547 204 59550 52DLH13 34 52 664 247 52DLH14 39 52 68100 760 276 52DLH15 42 52 76500 853 311 52DLH16 45 52 82500 921 346 52DLH17 52 52 94950 1059 395 97 66-96 42150 56DLH11 26 56 432 169 56DLH12 30 56 48450 496 184 56DLH13 34 56 58650 601 223 56DLH14 39 56 66300 679 249 56DLH15 42 56 75750 777 281 56DLH16 46 56 81750 838 313 56DLH17 51 56 94200 964 356

CLEAR SPAN IN LINEAR FEET 90 436 165 480 181 535 197 649 239 745 266 835 301 901 335 1036 381 98 424 163 486 178 591 216 666 242 762 272 822 304 945 345

91 427 159 469 174 523 191 636 231 729 258 817 291 882 324 1014 369 99 415 158 477 173 579 209 652 234 747 264 805 294 927 335

92 418 154 459 169 513 185 621 224 714 249 799 282 862 314 991 357 100 408 153 468 168 568 204 640 228 732 256 789 285 907 325

93 409 150 448 164 501 179 609 216 699 242 783 272 844 304 970 346 101 400 149 459 163 558 197 628 221 717 248 774 277 891 316

94 400 145 439 158 490 173 595 209 685 234 766 264 826 294 951 335 102 393 145 450 158 547 191 616 214 703 242 759 269 873 306

95 391 140 430 153 480 168 583 203 670 227 750 256 810 285 930 324 103 385 140 442 153 537 186 604 209 690 234 744 262 856 298

96 384 136 421 149 471 163 571 197 657 220 735 247 792 276 912 315 104 379 136 433 150 526 181 594 202 676 228 730 254 840 289

97 376 132 412 144 460 158 559 191 645 213 720 240 777 267 892 304 105 372 133 426 145 516 175 582 196 664 221 717 247 823 281

98 369 128 405 140 451 153 549 185 631 207 705 233 760 260 874 296 106 366 129 417 141 507 171 571 190 651 215 703 240 808 273

99 361 124 396 135 442 149 537 180 619 201 691 226 745 252 858 286 107 358 125 409 137 496 166 562 186 639 209 690 233 793 266

100 354 120 388 132 433 144 526 174 607 194 676 219 730 245 840 279 108 352 122 402 133 487 161 552 181 628 204 678 227 780 258

101 346 116 381 128 426 140 516 170 595 189 664 213 717 237 823 270 109 346 118 394 130 478 157 541 175 616 198 666 221 765 251

102 340 114 373 124 417 135 507 164 585 184 651 207 702 230 808 263 110 340 115 388 126 471 152 532 171 604 192 654 214 751 245

103 334 110 366 120 409 132 496 159 573 178 639 201 688 224 792 255 111 334 113 381 123 462 149 523 167 594 188 642 209 738 238

104 327 107 360 117 402 128 487 155 562 173 627 195 676 217 777 247 112 328 110 373 119 454 145 514 162 583 182 630 204 724 231

83



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) Approx. Wt Depth Joist in Designation in Lbs. Per Linear Ft inches (Joists only) 60DLH12 29 60

SAFE LOAD* in Lbs. Between 70-99 100-104 46650 46650

60DLH13

35

60

56700

56700

60DLH14

40

60

63000

63000

60DLH15

43

60

73950

73950

60DLH16

46

60

81300

81300

60DLH17

52

60

93450

93450

60DLH18

59

60

107850

107850

64DLH12

31

64

75-99 100-112 45000 45000

64DLH13

34

64

54600

54600

64DLH14

40

64

62550

62550

64DLH15

43

64

71700

71700

64DLH16

46

64

80700

80700

64DLH17

52

64

93000

93000

64DLH18

59

64

107400

107400

68DLH13

37

68

80-99 100-120 52500 52500

68DLH14

40

68

60450

60450

68DLH15

44

68

67800

67800

68DLH16

49

68

80400

80400

68DLH17

55

68

90600

90600

68DLH18

61

68

104850

104850

68DLH19

67

68

120750

120750

72DLH14

41

72

84-99 100-128 58800 58800

72DLH15

44

72

67350

67350

72DLH16

50

72

77850

77850

72DLH17

56

72

87600

87600

72DLH18

59

72

102600

102600

72DLH19

70

72

120300

120300

CLEAR SPAN IN LINEAR FEET 105 442 168 537 203 597 216 700 255 769 285 885 324 1021 366 113 396 153 481 186 550 199 631 234 711 262 819 298 945 337 121 432 171 498 184 558 206 661 242 745 275 862 311 993 353 129 454 171 520 191 601 225 676 256 792 289 928 328

106 433 163 526 197 586 210 687 248 756 277 868 315 1002 357 114 388 150 472 181 540 193 621 228 699 254 804 290 928 328 122 426 168 490 179 547 201 649 236 733 268 849 304 976 344 130 447 167 513 187 592 219 667 250 780 283 913 321

107 426 158 517 191 574 205 675 242 741 269 853 306 984 346 115 382 146 465 176 531 189 610 223 687 248 790 283 912 320 123 418 164 483 175 540 196 640 230 721 262 835 297 961 336 131 441 163 504 183 585 214 657 245 768 276 900 313

* The safe factored uniform load for the clear spans shown in the Safe Load Column is equal to (Safe Load) / (Clear span + 0.67). (The added 0.67 feet (8 inches) is required to obtain the proper length on which the Load Tables were developed). In no case shall the safe factored uniform load, for clear spans less than the minimum clear span shown in the Safe Load Column, exceed the uniform load calculated for the minimum clear span listed in the Safe Load Column.

84

108 418 154 508 187 564 199 663 235 727 262 837 298 966 337 116 376 142 457 171 523 184 600 217 675 242 777 275 897 311 124 412 159 475 171 531 191 630 225 711 256 823 289 946 328 132 435 159 496 178 576 209 648 239 757 270 886 306

109 411 150 499 181 555 193 651 228 714 255 822 290 948 327 117 370 138 450 168 514 179 591 211 664 235 763 268 880 304 125 406 155 468 167 522 187 619 219 700 249 810 283 931 320 133 427 155 489 174 567 205 639 233 745 265 873 300

110 405 146 490 176 544 189 640 223 702 247 807 283 931 319 118 364 135 442 163 505 174 580 206 652 229 751 262 867 296 126 400 152 462 163 514 182 610 214 690 244 798 276 916 313 134 421 152 483 171 559 200 630 228 735 258 859 293

111 397 142 483 171 534 183 628 216 690 241 793 275 915 310 119 358 132 436 159 498 171 571 201 642 224 738 255 852 288 127 394 149 454 159 505 178 600 209 679 238 786 269 901 305 135 415 149 475 167 552 196 621 224 724 252 847 286

112 391 138 474 167 525 178 618 210 676 235 778 267 898 303 120 352 129 429 155 489 166 562 196 631 218 726 248 838 282 128 388 145 448 155 498 174 591 204 669 232 774 263 888 298 136 411 146 468 163 544 191 612 218 718 247 835 280

113 384 134 466 163 516 173 607 205 666 228 765 261 883 294 121 346 125 421 152 481 162 553 191 621 213 714 243 823 274 129 382 142 441 152 490 170 582 199 658 228 762 257 874 291 137 405 143 462 160 537 188 603 213 705 242 823 274

114 378 131 459 158 507 170 597 200 654 223 751 254 867 286 122 342 122 415 148 474 158 544 187 610 208 702 237 810 267 130 378 138 435 148 483 166 573 195 649 222 751 251 861 285 138 399 139 454 156 529 183 595 209 694 236 811 268

115 372 128 451 154 498 165 588 194 642 217 739 247 852 279 123 336 119 409 144 466 154 537 182 601 203 691 231 798 261 131 372 135 429 145 475 162 564 190 640 217 739 246 847 278 139 393 136 448 152 522 179 586 205 685 231 799 263

116 366 124 444 151 490 161 577 190 631 211 726 241 838 272 124 331 116 403 141 459 151 528 177 591 198 681 226 784 255 132 366 133 421 141 468 158 556 186 630 212 729 240 835 272 140 388 133 442 150 514 175 579 200 675 227 789 257

117 360 121 436 147 481 156 568 185 621 206 714 235 823 266 125 327 114 396 137 451 147 520 173 582 193 669 220 772 249 133 361 130 415 138 462 155 547 182 621 208 718 234 822 266 141 382 131 436 147 507 171 571 196 666 222 777 251

118 354 118 429 143 474 152 559 180 610 201 702 228 810 259 126 321 111 390 134 444 143 511 170 573 189 658 215 760 243 134 355 127 409 135 454 152 540 178 612 203 708 230 810 260 142 378 128 429 143 501 169 564 191 657 217 766 247

119 348 115 423 139 465 149 550 175 600 196 690 223 796 252 127 316 109 385 131 438 140 504 165 564 184 648 210 748 237 135 351 124 403 133 448 148 531 174 604 198 697 225 798 254 143 372 125 423 140 493 165 556 188 648 212 756 241

120 342 113 415 135 457 145 541 171 589 190 679 217 783 246 128 312 106 379 128 430 136 496 161 555 180 639 205 736 232 136 346 121 399 130 441 145 523 171 595 194 688 219 787 248 144 367 123 418 137 487 161 549 184 639 209 745 236

To solve for live loads for clear spans shown in the Safe Load Column (or lesser clear spans), multiply the live load of the shortest clear span shown in the Load Table by (the shortest clear span shown in the Load Table + 0.67 feet)2 and divide by (the actual clear span + 0.67 feet)2. The live load shall not exceed the safe uniform load.



STANDARD ASD LOAD TABLE DEEP LONGSPAN STEEL JOISTS, DLH-SERIES Based on a 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute May 25, 1983 Revised to November 10, 2003 - Effective March 01, 2005 The black figures in the following table give the TOTAL safe uniformly distributed load-carrying capacities, in pounds per linear foot, of an ASD DLH-Series Steel Joists. The weight of DEAD loads, including the joists, must in all cases be deducted to determine the LIVE load-carrying capacities of the joists. The approximate DEAD load of the joists may be determined from the weights per linear foot shown in the tables. All loads shown are for roof construction only.

All rows of bridging shall be diagonal bridging with bolted connections at the chords and intersections. Where the joist span is in the BLUE SHADED area of the load table hoisting cables shall not be released until the two rows of bridging nearest the third points are completely installed. Where the joist span is in the GRAY SHADED area of the load table hoisting cables shall not be released until all rows of bridging are completely installed.

The RED figures in this load table are the nominal LIVE loads per linear foot of joist which will produce an approximate deflection of 1/360 of the span. LIVE loads which will produce a deflection of 1/240 of the span may be obtained by multiplying the RED figures by 1.5. In no case shall the TOTAL load capacity of the joists be exceeded.

The approximate moment of inertia of the joist, in inches4 is; Ij = 26.767(WLL)(L3)(10-6 ), where WLL= RED figure in the Load Table, and L = (clear span + 0.67) in feet.

This load table applies to joists with either parallel chords or standard pitched top chords. When top chords are pitched, the carrying capacities are determined by the nominal depth of the joists at the center of the span. Standard top chord pitch is 1/8 inch per foot. If pitch exceeds this standard, the load table does not apply. Sloped parallel-chord joists shall use span as defined by the length along the slope.

The top chords are considered as being stayed laterally by floor slab or roof deck.

When holes are required in top or bottom chords, the carrying capacities must be reduced in proportion to the reduction of chord areas.

The approximate joist weights per linear foot shown in these tables do not include accessories.

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) Approx. Wt Depth SAFELOAD* Joist in Lbs. Designation in Lbs. Per in Linear Ft inches Between 61-88 (Joists only) 52DLH10 25 52 26700 52DLH11

26

52

29300

52DLH12

29

52

32700

52DLH13

34

52

39700

52DLH14

39

52

45400

52DLH15

42

52

51000

52DLH16

45

52

55000

52DLH17

52

52

63300

56DLH11

26

56

66-96 28100

56DLH12

30

56

32300

56DLH13

34

56

39100

56DLH14

39

56

44200

56DLH15

42

56

50500

56DLH16

46

56

54500

56DLH17

51

56

62800

CLEAR SPAN IN FEET 89 298 171 327 187 365 204 443 247 507 276 569 311 614 346 706 395 97 288 169 331 184 401 223 453 249 518 281 559 313 643 356

90 291 165 320 181 357 197 433 239 497 266 557 301 601 335 691 381 98 283 163 324 178 394 216 444 242 508 272 548 304 630 345

91 285 159 313 174 349 191 424 231 486 258 545 291 588 324 676 369 99 277 158 318 173 386 209 435 234 498 264 537 294 618 335

92 279 154 306 169 342 185 414 224 476 249 533 282 575 314 661 357 100 272 153 312 168 379 204 427 228 488 256 526 285 605 325

93 273 150 299 164 334 179 406 216 466 242 522 272 563 304 647 346 101 267 149 306 163 372 197 419 221 478 248 516 277 594 316

94 267 145 293 158 327 173 397 209 457 234 511 264 551 294 634 335 102 262 145 300 158 365 191 411 214 469 242 506 269 582 306

95 261 140 287 153 320 168 389 203 447 227 500 256 540 285 620 324 103 257 140 295 153 358 186 403 209 460 234 496 262 571 298

96 256 136 281 149 314 163 381 197 438 220 490 247 528 276 608 315 104 253 136 289 150 351 181 396 202 451 228 487 254 560 289

97 251 132 275 144 307 158 373 191 430 213 480 240 518 267 595 304 105 248 133 284 145 344 175 388 196 443 221 478 247 549 281

98 246 128 270 140 301 153 366 185 421 207 470 233 507 260 583 296 106 244 129 278 141 338 171 381 190 434 215 469 240 539 273

99 241 124 264 135 295 149 358 180 413 201 461 226 497 252 572 286 107 239 125 273 137 331 166 375 186 426 209 460 233 529 266

100 236 120 259 132 289 144 351 174 405 194 451 219 487 245 560 279 108 235 122 268 133 325 161 368 181 419 204 452 227 520 258

101 231 116 254 128 284 140 344 170 397 189 443 213 478 237 549 270 109 231 118 263 130 319 157 361 175 411 198 444 221 510 251

102 227 114 249 124 278 135 338 164 390 184 434 207 468 230 539 263 110 227 115 259 126 314 152 355 171 403 192 436 214 501 245

103 223 110 244 120 273 132 331 159 382 178 426 201 459 224 528 255 111 223 113 254 123 308 149 349 167 396 188 428 209 492 238

104 218 107 240 117 268 128 325 155 375 173 418 195 451 217 518 247 112 219 110 249 119 303 145 343 162 389 182 420 204 483 231

85



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) Approx. Wt Depth Joist in Designation in Lbs. Per Linear Ft inches (Joists only) 60DLH12 29 60

SAFE LOAD* in Lbs. Between 70-99 100-104 31100 31100

60DLH13

35

60

37800

37800

60DLH14

40

60

42000

42000

60DLH15

43

60

49300

49300

60DLH16

46

60

54200

54200

60DLH17

52

60

62300

62300

60DLH18

59

60

71900

71900

64DLH12

31

64

75-99 100-112 30000 30000

64DLH13

34

64

36400

36400

64DLH14

40

64

41700

41700

64DLH15

43

64

47800

47800

64DLH16

46

64

53800

53800

64DLH17

52

64

62000

62000

64DLH18

59

64

71600

71600

68DLH13

37

68

80-99 100-120 35000 35000

68DLH14

40

68

40300

40300

68DLH15

44

68

45200

45200

68DLH16

49

68

53600

53600

68DLH17

55

68

60400

60400

68DLH18

61

68

69900

69900

68DLH19

67

68

80500

80500

72DLH14

41

72

84-99 100-128 39200 39200

72DLH15

44

72

44900

44900

72DLH16

50

72

51900

51900

72DLH17

56

72

58400

58400

72DLH18

59

72

68400

68400

72DLH19

70

72

80200

80200

CLEAR SPAN IN FEET 105 295 168 358 203 398 216 467 255 513 285 590 324 681 366 113 264 153 321 186 367 199 421 234 474 262 546 298 630 337 121 288 171 332 184 372 206 441 242 497 275 575 311 662 353 129 303 171 347 191 401 225 451 256 528 289 619 328

106 289 163 351 197 391 210 458 248 504 277 579 315 668 357 114 259 150 315 181 360 193 414 228 466 254 536 290 619 328 122 284 168 327 179 365 201 433 236 489 268 566 304 651 344 130 298 167 342 187 395 219 445 250 520 283 609 321

107 284 158 345 191 383 205 450 242 494 269 569 306 656 346 115 255 146 310 176 354 189 407 223 458 248 527 283 608 320 123 279 164 322 175 360 196 427 230 481 262 557 297 641 336 131 294 163 336 183 390 214 438 245 512 276 600 313

108 279 154 339 187 376 199 442 235 485 262 558 298 644 337 116 251 142 305 171 349 184 400 217 450 242 518 275 598 311 124 275 159 317 171 354 191 420 225 474 256 549 289 631 328 132 290 159 331 178 384 209 432 239 505 270 591 306

* The safe uniform load for the clear spans shown in the Safe Load Column is equal to (Safe Load) / (Clear Span + 0.67). (The added 0.67 feet (8 inches) is required to obtain the proper length on which the Load Tables were developed). In no case shall the safe uniform load, for clear spans less than the minimum clear span shown in the Safe Load Column, exceed the uniform load calculated for the minimum clear span listed in the Safe Load Column.

86

109 274 150 333 181 370 193 434 228 476 255 548 290 632 327 117 247 138 300 168 343 179 394 211 443 235 509 268 587 304 125 271 155 312 167 348 187 413 219 467 249 540 283 621 320 133 285 155 326 174 378 205 426 233 497 265 582 300

110 270 146 327 176 363 189 427 223 468 247 538 283 621 319 118 243 135 295 163 337 174 387 206 435 229 501 262 578 296 126 267 152 308 163 343 182 407 214 460 244 532 276 611 313 134 281 152 322 171 373 200 420 228 490 258 573 293

111 265 142 322 171 356 183 419 216 460 241 529 275 610 310 119 239 132 291 159 332 171 381 201 428 224 492 255 568 288 127 263 149 303 159 337 178 400 209 453 238 524 269 601 305 135 277 149 317 167 368 196 414 224 483 252 565 286

112 261 138 316 167 350 178 412 210 451 235 519 267 599 303 120 235 129 286 155 326 166 375 196 421 218 484 248 559 282 128 259 145 299 155 332 174 394 204 446 232 516 263 592 298 136 274 146 312 163 363 191 408 218 479 247 557 280

113 256 134 311 163 344 173 405 205 444 228 510 261 589 294 121 231 125 281 152 321 162 369 191 414 213 476 243 549 274 129 255 142 294 152 327 170 388 199 439 228 508 257 583 291 137 270 143 308 160 358 188 402 213 470 242 549 274

114 252 131 306 158 338 170 398 200 436 223 501 254 578 286 122 228 122 277 148 316 158 363 187 407 208 468 237 540 267 130 252 138 290 148 322 166 382 195 433 222 501 251 574 285 138 266 139 303 156 353 183 397 209 463 236 541 268

115 248 128 301 154 332 165 392 194 428 217 493 247 568 279 123 224 119 273 144 311 154 358 182 401 203 461 231 532 261 131 248 135 286 145 317 162 376 190 427 217 493 246 565 278 139 262 136 299 152 348 179 391 205 457 231 533 263

116 244 124 296 151 327 161 385 190 421 211 484 241 559 272 124 221 116 269 141 306 151 352 177 394 198 454 226 523 255 132 244 133 281 141 312 158 371 186 420 212 486 240 557 272 140 259 133 295 150 343 175 386 200 450 227 526 257

117 240 121 291 147 321 156 379 185 414 206 476 235 549 266 125 218 114 264 137 301 147 347 173 388 193 446 220 515 249 133 241 130 277 138 308 155 365 182 414 208 479 234 548 266 141 255 131 291 147 338 171 381 196 444 222 518 251

118 236 118 286 143 316 152 373 180 407 201 468 228 540 259 126 214 111 260 134 296 143 341 170 382 189 439 215 507 243 134 237 127 273 135 303 152 360 178 408 203 472 230 540 260 142 252 128 286 143 334 169 376 191 438 217 511 247

119 232 115 282 139 310 149 367 175 400 196 460 223 531 252 127 211 109 257 131 292 140 336 165 376 184 432 210 499 237 135 234 124 269 133 299 148 354 174 403 198 465 225 532 254 143 248 125 282 140 329 165 371 188 432 212 504 241

120 228 113 277 135 305 145 361 171 393 190 453 217 522 246 128 208 106 253 128 287 136 331 161 370 180 426 205 491 232 136 231 121 266 130 294 145 349 171 397 194 459 219 525 248 144 245 123 279 137 325 161 366 184 426 209 497 236

To solve for live loads for clear spans shown in the Safe Load Column (or lesser clear spans), multiply the live load of the shortest clear span shown in the Load Table by (the shortest clear span shown in the Load Table + 0.67 feet)2 and divide by (the actual clear span + 0.67 feet)2. The live load shall not exceed the safe uniform load.


AMERICAN NATIONAL STANDARD – SJI-JG-1.1

STANDARD SPECIFICATIONS FOR JOIST GIRDERS Adopted by the Steel Joist Institute November 4, 1985 Revised to November 10, 2003 - Effective March 01, 2005

SECTION 1000.

SECTION 1002.

SCOPE

MATERIALS

This specification covers the design, manufacture and use of Joist Girders. Load and Resistance Factor Design (LRFD) and Allowable Strength Design (ASD) are included in this specification.

SECTION 1001.

DEFINITION The term “Joist Girders”, as used herein, refers to open web, load-carrying utilizing hot-rolled or cold-formed steel, including cold-formed steel whose yield strength* has been attained by cold working. The design of Joist Girder chord and web sections shall be based on a yield strength of at least 36 ksi (250 MPa), but not greater than 50 ksi (345 MPa). Steel used for Joist Girder chord or web sections shall have a minimum yield strength determined in accordance with one of the procedures specified in Section 1002.2, which is equal to the yield strength assumed in the design. Joist Girders shall be designed in accordance with this specification to point loadings. * The term “Yield Strength” as used herein shall designate the yield level of a material as determined by the applicable method outlined in paragraph 13.1, “Yield Point” and in paragraph 13.2, “Yield Strength”, of ASTM Standard A370, “Standard Test Methods and Definitions for Mechanical Testing of Steel Products”, or as specified in Section 1002.2 of this Specification.

1002.1 STEEL The steel used in the manufacture of chord and web sections shall conform to one of the following ASTM Specifications: • Carbon Structural Steel, ASTM A36/A36M. • High-Strength, Low-Alloy Structural Steel, ASTM A242/A242M. • High-Strength Carbon-Manganese Steel of Structural Quality ASTM A529/A529M, Grade 50. • High-Strength Low-Alloy Columbium-Vanadium Structural Steel, ASTM A572/A572M Grade 42 and 50. • High-Strength Low-Alloy Structural Steel with 50 ksi (345 MPa) Minimum Yield Point to 4 inches (100 mm) Thick, ASTM A588/A588M. • Steel, Sheet and Strip, High-Strength, Low-Alloy, HotRolled and Cold-Rolled, with Improved Corrosion Resistance, ASTM A606. • Steel, Sheet, Cold-Rolled, Carbon, Structural, HighStrength Low-Alloy and High-Strength Low-Alloy with Improved Formability, ASTM A1008/A1008M. • Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability, ASTM A1011/A1011M. or shall be of suitable quality ordered or produced to other than the listed specifications, provided that such material in the state used for final assembly and manufacture is weldable and is proved by tests performed by the producer or manufacturer to have the properties specified in Section 1002.2.

1002.2 MECHANICAL PROPERTIES The yield strength used as a basis for the design stresses prescribed in Section 1003 shall be at least 36 ksi (250 MPa), but shall not be greater than 50 ksi (345 MPa). Evidence that the steel furnished meets or exceeds the design yield strength shall, if requested, be provided in the form of an affidavit or by witnessed or certified test reports.

Standard Specifications and Weight Tables for Joist Girders Steel Joist Institute - Copyright 2005

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 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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JOIST GIRDERS 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, A529/A529M, A572/A572M, A588/A588M, whichever specification is applicable on the basis of design yield strength. The number of tests shall be as prescribed in ASTM A6/A6M for plates, shapes, and bars; and ASTM A606, A1008/A1008M and A1011/A1011M for sheet and strip.

b) For connected 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, E6XT-XM or any of those listed in Section 1002.3(a). Other welding methods, providing equivalent strength as demonstrated by tests, may be used.

1002.4 PAINT

If as-formed strength is utilized, the test reports shall show the results of tests performed on full section specimens in accordance with the provisions of the AISI Specifications for the Design of Cold-Formed Steel Structural and shall indicate compliance with these provisions and with the following additional requirements:

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.

a) The yield strength calculated from the test data shall equal or exceed the design yield strength.

a) Steel Structures Painting Council Specification, SSPC No. 15

b) Where tension tests are made for acceptance and control purposes, the tensile strength shall be at least 6 percent greater than the yield strength of the section.

b) Or, shall be a shop paint which meets the minimum performance requirements of the above listed specification.

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 not be greater than 20 times its least radius of gyration. d) If any test specimen fails to 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.

1002.3 WELDING ELECTRODES The following electrodes shall be used for arc welding: a) For connected both having a specified yield strength greater than 36 ksi (250 MPa). AWS A5.1: E70XX AWS A5.5: E70XX-X AWS A5.17: F7XX-EXXX, F7XX-ECXXX flux electrode combination AWS A5.18: ER70S-X, E70C-XC, E70C-XM AWS A5.20: E7XT-X, E7XT-XM AWS A5.23: F7XX-EXXX-XX, F7XX-ECXXX-XX AWS A5.28: ER70S-XXX, E70C-XXX AWS A5.29: E7XTX-X, E7XTX-XM

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When specified, the standard shop paint shall conform to one of the following:

SECTION 1003.

DESIGN AND MANUFACTURE 1003.1 METHOD Joist Girders shall be designed in accordance with this specification as simply ed primary . All loads shall be applied through steel joists, and will be equal in magnitude and evenly spaced along the joist girder top chord. Where any applicable design feature is not specifically covered herein, the design shall be in accordance with the following specifications: 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 that 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 . Design Basis: Designs shall be made according to the provisions in this Specification for either Load and Resistance Factor Design (LRFD) or for Allowable Strength Design (ASD).


JOIST GIRDERS Load Combinations:

Stresses:

LRFD:

(a) Tension: φt = 0.90 (LRFD) Ω t = 1.67 (ASD)

When load combinations are not specified to the joist manufacturer, the required stress shall be computed for the factored loads based on the factors and load combinations as follows: 1.4D

For Chords: Fy = 50 ksi (345 MPa) For Webs: Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa) Design Stress = 0.9Fy (LRFD)

(1003.2-1)


(1003.2-2)

(b) Compression: φc = 0.90 (LRFD) Ω c = 1.67 (ASD)

1.2D + 1.6 ( L, or Lr, or S, or R ) ASD: When load combinations are not specified to the joist manufacturer, the required stress shall be computed based on the load combinations as follows: D

l

For with

r

≤ 4.71 y Fe

Where: D = dead load due to the weight of the structural elements and the permanent features of the structure

E QFy

QF

Fcr = Q 0.658

D + ( L, or Lr, or S, or R )

l

For with

r

> 4.71

Fy

(1003.2-3)

E QFy

L = live load due to occupancy and movable equipment Fcr = 0.877Fe

Lr = roof live load

(1003.2-4)

S = snow load R = load due to initial rainwater or ice exclusive of the ponding contribution When special loads are specified and the specifying professional does not provide the load combinations, the provisions of ASCE 7, “Minimum Design Loads for Buildings and Other Structures” shall be used for LRFD and ASD load combinations.

1003.2 DESIGN AND ALLOWABLE STRESSES Design Using Load and Resistance Factor Design (LRFD) Joist Girders shall have their components so proportioned that the required stresses, fu, shall not exceed φFn where, fu

=

required stress

ksi (MPa)

Fn

=

nominal stress

ksi (MPa)

φ

=

resistance factor

φ Fn

=

design stress

Design Using Allowable Strength Design (ASD) Joist Girders shall have their components so proportioned that the required stresses, f, shall not exceed Fn/Ω where, f

=

required stress

ksi (MPa)

Fn

=

nominal stress

ksi (MPa)

Ω

=

Fn/Ω =

safety factor

Where Fe = Elastic bucking stress determined in accordance with Equation 1003.2-5. 2

Fe =

π E2 l

(1003.2-5)

r

For hot-rolled sections, “Q” is the full reduction factor for slender compression elements. Design Stress = 0.9Fcr (LRFD)

(1003.2-6)


(1003.2-7)

In the above equations, l is taken as the distance, in inches (millimeters), between points for the chord and the appropriate length for web , and r is the corresponding least radius of gyration of the member or any component thereof. E is equal to 29,000 ksi (200,000 MPa). Use 1.2 l/rx for a crimped, first primary compression web member when a moment-resistant weld group is not used for this member; where rx = member radius of gyration in the plane of the joist. For cold-formed sections, the method of calculating the nominal column strength is given in the AISI, North American Specification for the Design of Cold-Formed Steel Structural .

allowable stress

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JOIST GIRDERS (c) Bending: φb = 0.90 (LRFD) Ω b = 1.67 (ASD) Bending calculations are to be based on using the elastic section modulus. For chords and web other than solid rounds: Fy = 50 ksi (345 MPa) Design Stress = 0.90Fy (LRFD)

(1003.2-8)


(1003.2-9)

For web of solid round cross section: Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa) Design Stress = 1.45Fy (LRFD)

(1003.2-10)


(1003.2-11)

For bearing plates: Fy = 50 ksi (345 MPa), or Fy = 36 ksi (250 MPa) Design Stress = 1.35Fy (LRFD)

(1003.2-12)


(1003.2-13)

(d) Weld Strength: Shear at throat of fillet welds: Nominal Shear Stress = Fnw = 0.6Fexx (1003.2-14) LRFD: φw = 0.75 Design Shear Strength = φRn = φwFnw A = 0.45Fexx A

(1003.2-15)

ASD: Ω w = 2.0 Allowable Shear Strength = Rn / Ω w = Fnw A / Ω w = 0.3Fexx A

(1003.2-16)

A = effective throat area Made with E70 series electrodes or F7XX-EXXX fluxelectrode combinations . . . . . . . . . . . . .Fexx = 70 ksi (483 MPa) Made with E60 series electrodes or F6XX-EXXX fluxelectrode combinations . . . . . . . . . . . . .Fexx = 60 ksi (414 MPa) Tension or compression on groove or butt welds shall be the same as those specified for the connected material.

1003.3 MAXIMUM SLENDERNESS RATIOS * The slenderness ratio l/r, where l is the length center-tocenter of points and r is the corresponding least radius of gyration, shall not exceed the following: Top chord interior s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 90 Top chord end s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 120 Compression other than top chord . . . . . . . . 200 Tension . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 240

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. (b) Web The vertical shears to be used in the design of the web shall be determined from full loading, but such vertical shear shall be not less than 25 percent of the end reaction. Interior vertical web used in modified Warren type web systems that do not the direct loads through steel joists shall be designed to resist an axial load of 2 percent of the top chord axial force. Tension shall be designed to resist at least 25 percent of their axial force in compression. (c) Fillers and Ties In compression composed of two components, when fillers, ties or welds are used, they shall be spaced so the l/r ratio for each component does not exceed the l/r ratio of the member as a whole. In tension composed of two components, when fillers, ties or welds are used, they shall be spaced so that the l/r ratio of each component does not exceed 240. The least radius of gyration shall be used in computing the l/r ratio of a component. (d) Eccentricity connected at a t shall have their center of gravity lines meet at a point, if practical. Eccentricity on either side of the centroid of chord may be neglected when it does not exceed the distance between the centroid and the back of the chord. Otherwise, provision shall be made for the stresses due to eccentricity. Ends of Joist Girders shall be proportioned to resist bending produced by eccentricity at the . In those cases where a single angle compression member is attached to the outside of the stem of a tee or double angle chord, due consideration shall be given to eccentricity. (e) Extended Ends Extended top chords or full depth cantilever ends require the special attention of the specifying professional. The magnitude and location of the loads to be ed, deflection requirements, and proper bracing shall be clearly indicated on the structural drawings.

1003.4 (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 l/240 where l is the distance between lines of bracing.

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JOIST GIRDERS 1003.5 CONNECTIONS (a) Methods t connections and splices shall be made by attaching the to one another by arc or resistance welding or other accredited methods. (1) Welded Connections a) Selected welds shall be inspected visually by the manufacturer. Prior to this inspection, weld slag shall be removed. b) Cracks are not acceptable and shall be repaired.

(c) Field Splices Field Splices shall be designed by the manufacturer and may be either bolted or welded. Splices shall be designed for the member force, but not less than 50 percent of the member strength.

1003.6 CAMBER Joist Girders shall have approximate cambers in accordance with the following: TABLE 1003.6-1 Top Chord Length

Approximate Camber

c) Thorough fusion shall exist between layers of weld metal and between weld metal and base metal for the required design length of the weld; such fusion shall be verified by visual inspection.

20'-0"

(6096 mm)

1/4"

(6 mm)

30'-0"

(9144 mm)

3/8"

(10 mm)

40'-0"

(12192 mm)

5/8"

(16 mm)

d) Unfilled weld craters shall not be included in the design length of the weld.

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)

f) The sum of surface (piping) porosity diameters shall not exceed 1/16 inch (2 millimeters) in any 1 inch (25 millimeters) of design weld length. g) Weld spatter that does not interfere with paint coverage is acceptable. (2) Welding Program Manufacturers shall have a program for establishing weld procedures and operator qualification, and for weld sampling and testing. (3) Weld Inspection by Outside Agencies (See Section 1004.10 of 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 Girders due to the configurations of the components and welds. (b) Strength (1) t Connections – t 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 may occur at any point in chord or web . Splices shall be designed for the member force but not less than 50 percent of the member strength. containing a butt weld splice shall develop an ultimate tensile force of at least 57 ksi (393 MPa) times the full design area of the chord or web. The term “member” shall be defined as all component parts comprising the chord or web, at the point of splice.

90'-0"

(27342 mm)

3 1/2"

(89 mm)

100'-0"

(30480 mm)

4 1/4"

(108 mm)

110'-0"

(33528 mm)

5"

(127 mm)

120'-0"

(36576 mm)

6"

(152 mm)

The specifying professional shall give consideration to coordinating Joist Girder camber with adjacent framing.

1003.7 VERIFICATION OF DESIGN AND MANUFACTURE (a) Design Calculations 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. (b) In-Plant Inspections Each manufacturer shall their 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 InPlant Inspections are not a guarantee of the quality of any specific Joist Girder; this responsibility lies fully and solely with the individual manufacturer.

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JOIST GIRDERS SECTION 1004.

APPLICATION 1004.1 USAGE This specification shall apply to any type of structure where steel joists are to be ed directly by Joist Girders installed as hereinafter specified. Where Joist Girders are used other than on simple spans under equal concentrated gravity loading, as prescribed in Section 1003.1, they shall be investigated and modified if necessary to limit the unit stresses to those listed in Section 1003.2. The magnitude and location of all loads and forces, other than equal concentrated gravity loading, shall be provided on the structural drawings. The specifying professional shall design the ing structure, including the design of columns, connections, and moment plates*. This design shall for the stresses caused by lateral forces and the stresses due to connecting the bottom chord to the column or other . 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 Joist-Girder Frames”

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 top chords or a top chord slope of 1/8 inch per foot (1:96). The nominal depth of sloping chord Joist Girders shall be the depth at mid-span.

1004.4 END S (a) Masonry and Concrete Joist Girders ed by masonry or concrete are to bear on steel bearing plates and shall be designed as steel bearing. Due consideration of the end reactions and all other vertical and lateral forces shall be taken by the specifying professional in the design of the steel bearing plate and the masonry or concrete. The ends of Joist Girders shall extend a distance of not less than 6 inches (152 millimeters) over the masonry or concrete 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 , special consideration is to be given to the design of the steel bearing plate and the masonry or concrete by the

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specifying professional. The girders must 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 . The ends of Joist Girders shall extend a distance of not less than 4 inches (102 millimeters) over the steel s and shall have positive attachment to the , either by bolting or welding.

1004.5 BRACING Joist Girders shall be proportioned such that they can be erected without bridging (See Section 1004.9 for bracing required for uplift forces). Therefore, the following requirements must be met: a) The ends of the bottom chord are restrained from lateral movement to brace the girder from overturning. 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.

1004.6 END ANCHORAGE (a) Masonry and Concrete Ends of Joist Girders resting on steel bearing plates on masonry or structural concrete shall be attached thereto with a minimum of two 1/4 inch (6 millimeters) fillet welds 2 inches (51 millimeters) long, or with two 3/4 inch (19 millimeters) bolts, or the equivalent. (b) Steel Ends of Joist Girders resting on steel s 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) 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


JOIST GIRDERS effects of deflection and vibration* in the selection of Joist Girders.

a) The seat at each end of the Joist Girder is attached in accordance with Section 1004.6.

* 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.

When a bolted seat connection is used for erection purposes, as a minimum, the bolts must be snug tightened. The snug tight condition is defined as the tightness that exists when all plies of a t are in firm . This may be attained by a few impacts of an impact wrench or the full effort of an employee using an ordinary spud wrench.


1004.9 UPLIFT Where uplift forces due to wind are a design requirement, these forces must be indicated on the contract drawings in of NET uplift in pounds per square foot (Pascals). The contract drawings must indicate if the net uplift is based on ASD or LRFD. When these forces are specified, they must be considered in the design of Joist Girders and/or bracing. If the ends of the bottom chord are not strutted, bracing must be provided near the first bottom chord 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 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 should be paid to the erection of Joist Girders. Care shall be exercised at all times to avoid damage through careless handling during unloading, storing and erecting. Dropping of Joist Girders shall not be permitted. 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 must be met:

b) Where stabilizer plates are required the Joist Girder bottom chord must 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 from a “qualified person”.(1) Field welding shall not damage the Joist Girder. The total length of weld at any one cross-section on cold-formed 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)


SECTION 1006.

HOW TO SPECIFY JOIST GIRDERS For a given Joist Girder span, the specifying professional first determines the number of joist spaces. Then the point loads are calculated and a depth is selected. The following tables give the Joist Girder weight in pounds per linear foot (kiloNewtons per meter) for various depths and loads. 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 system. 2. It is not necessary to use only the depths, spans, or loads shown in the tables. 3. Holes in chord elements present special problems which must be considered by both the specifying professional and the Joist Girder Manufacturer. The sizes and locations of such holes shall be clearly indicated on the structural drawings.

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JOIST GIRDERS Example using Load and Resistance Factor Design (LRFD) and U. S. Customary units: 17.4K

17.4K Joist Space

17.4K

17.4K

17.4K

17.4K

e) Check live load deflection: Live load = 30 psf x 50 ft = 1500 plf Approximate Joist Girder moment of inertia

17.4K

= 0.018 NPLd

Depth

= 0.018 x 8 x 17.4 x 42 x 44 = 4630 in.4 Allowable deflection for plastered ceilings Joist Girder Span (C.L. of Column to C.L. of Column)

42(12) 360

= L/360 = STANDARD DESIGNATION 44G

8N

17.4F

Depth in Inches

Number of Joist Spaces

Factored Load in Kips at Each Point

5wL4 384EI

Deflection = 1.15

= 1.40 in.

= 1.15(5)(1.500/12)(42x12)4 384(29000)(4630)

= 0.90 in. < 1.40 in., Okay Given 42'-0" x 50"-0" bay. Joists spaced on 5'-3" centers Live Load = 30 psf x 1.6 Dead Load = 15 psf x 1.2 (includes the approximate Joist Girder weight)

Live load deflection rarely governs because of the relatively small span-depth ratios of Joist Girders. Example using Allowable Strength Design (ASD) and U. S. Customary units:

Total Load = 66 psf (factored)

1. Determine number of actual joist spaces (N). In this example, N = 8

11.9K Joist Space

11.9K

11.9K

11.9K

11.9K

11.9K

Depth

Note: Web configuration may vary from that shown. Joist Girder manufacturer if exact layout must be known.

11.9K

Joist Girder Span (C.L. of Column to C.L. of Column)

2. Compute total factored load: STANDARD DESIGNATION

Total load = 5.25 x 66 psf = 346.5 plf 3. Joist Girder Section: (Interior) a) Compute the factored concentrated load at top chord points P = 346.5 x 50 = 17,325 lbs = 17.4 kips (use 18K for depth selection). b) Select Joist Girder depth: Refer to the LRFD Joist Girder Design Guide Weight Table for the 42'-0" span, 8 , 18.0K Joist Girder. The rule of about one inch of depth for each foot of span is a good compromise of limited depth and economy. Therefore, select a depth of 44 inches. c) The Joist Girder will then be designated 44G8N17.4F. Note that the letter “F” is included at the end of the designation to clearly indicate that this is a factored load. d) The LRFD Joist Girder Design Guide Weight Table shows the weight for a 44G8N17.4K as 49 pounds per linear foot. The designer should that the weight is not greater than the weight assumed in the Dead Load above.

44G

8N

Depth in Inches


11.9K Load in Kips at Each Point

Given 42'-0" x 50'-0" bay. Joists spaced on 5'-3" centers. Live Load = 30 psf Dead Load = 15 psf (includes the approximate Joist Girder weight) Total Load = 45 psf Note: Web configuration may vary from that shown. Joist Girder manufacturer if exact layout must be known. 1. Determine number of actual joist spaces (N). In this example, N = 8 2. Compute total load: Total load = 5.25 x 45 psf = 236.25 plf 3. Joist Girder Section: (Interior) a) Compute the concentrated load at top chord points P = 236.25 x 50 = 11,813 lbs = 11.9 kips (use 12K for depth selection). b) Select Joist Girder depth: Refer to the ASD Joist Girder Design Guide Weight Table for the 42'-0" span, 8 , 12.0K Joist Girder.

94


JOIST GIRDERS The rule of about one inch of depth for each foot of span is a good compromise of limited depth and economy. Therefore, select a depth of 44 inches. c) The Joist Girder will then be designated 44G8N11.9K. d) The ASD Joist Girder Design Guide Weight Table shows the weight for a 44G8N12K as 49 pounds per linear foot. The designer should that the weight is not greater than the weight assumed in the Dead Load above. e) Check live load deflection: Live load = 30 psf x 50 ft = 1500 plf. Approximate Joist Girder moment of inertia = 0.027 NPLd = 0.027 x 8 x 11.9 x 42 x 44 = 4750 in.4 Allowable deflection for plastered ceilings 42(12) = L/360 = = 1.40 in. 360 Deflection = 1.15

1.15(5)(1.500/12)(42x12)4 5wL4 = 384(29000)(4750) 384EI

3. Joist Girder Selection: (Interior) a) Compute the factored concentrated load at top chord points P = 5.055 kN/m x 15.24 m = 77.0 kN (use 80.0 kN). b) Select Joist Girder depth: Refer to the LRFD Metric Joist Girder Design Guide Weight Table for the 12800 mm span, 8 , 80.0 kN Joist Girder. The rule of about one millimeter of depth for each 12 millimeters of span is a good compromise of limited depth and economy. Therefore, select a depth of 1118 mm. c) The Joist Girder will then be designated 1118G8N77.0F. Note that the letter “F” is included at the end of the designation to clearly indicate that this is a factored load. d) The LRFD Metric Joist Girder Design Guide Weight Table shows the weight for a 1118G8N80F as 73 kg/m. To convert the mass to a force multiply 73 kg/m x 0.0098 = 0.715 kN/m. The designer should that the weight is not greater than the weight assumed in the Dead Load above. e) Check live load deflection: Live load = 1.436 kN/m2 x 15.24 m = 21.88 kN/m

= 0.88 in. < 1.40 in., Okay Live load deflection rarely governs because of the relatively small span-depth ratios of Joist Girders. Joist Girder design example using Load and Resistance Factor Design (LRFD) and Metric Units:

Depth

77.0 kN 77.0 kN 77.0 kN 77.0 kN 77.0 kN 77.0 kN 77.0 kN Joist Space

Joist Girder Span (C.L. of Column to C.L. of Column)

Approximate Joist Girder moment of inertia: IJG = 0.2197NPLd where d = effective depth = 0.2197 x 8 x 77.0 x 12800 x 1118 = 1937 x 106 mm4 Allowable deflection for plastered ceilings 12800 = L/360 = = 35.56 mm 360 Deflection = 1.15

5wL4 384EI

STANDARD DESIGNATION 1118G

8N

77.0F

Depth in mm


Factored Load in kN at Each Point

=

1.15(5)(21.88)(12800)4 384(200000)(1937x106)

= 27.7 mm < 35.56 mm, Okay

Given 12.80 m x 15.24 m bay. Joists spaced on 1.600 m centers. Live Load = 1.436 kN/m2 x 1.6 Dead Load = 0.718 kN/m2 x 1.2 (includes approximate Joist Girder weight) Total Load = 3.160 kN/m2 (Factored) Note: Web configuration may vary from that shown. Joist Girder manufacturer if exact layout must be known. 1. Determine number of actual joist spaces (N). In this example N = 8 2. Compute total load: Total Load = 1.600 m x 3.160 kN/m2 = 5.055 kN/m

95


JOIST GIRDERS Joist Girder design example using Allowable Strength Design (ASD) and Metric Units:

e) Check live load deflection: Live load = 1.436 kN/m2 x 15.24 m = 21.88 kN/m Approximate Joist Girder moment of inertia:

52.5 kN 52.5 kN 52.5 kN 52.5 kN 52.5 kN 52.5 kN 52.5 kN

IJG = 0.3296NPLd where d = effective depth = 0.3296 x 8 x 52.5 x 12800 x 1118 = 1981 x 106 mm4

Joist Girder Span (C.L of Column to C.L of Column)

Allowable deflection for plastered ceilings = L/360 = 12800/360 = 35.56 mm

STANDARD DESIGNATION 1118G

8N

52.5 kN

Depth in mm


kN Load on Each Point

Deflection = 1.15

5wL4 384EI

=

1.15(5)(21.88)(12800)4 384(200000)(1981x106)

= 22.20 mm < 35.56 mm, Okay Given 12.80 m x 15.24 m bay. Joists spaced on 1.600 m centers. Live Load = 1.436 kN/m2 Dead Load 0.718 kN/m2 (includes approximate Joist Girder weight) Total Load 2.155 kN/m2 Note: Web configuration may vary from that shown. Joist Girder manufacturer if exact layout must be known. 1. Determine number of actual joist spaces (N). In this example N = 8 2. Compute total load: Total Load = 1.600 m x 2.155 kN/m2 = 3.44 kN/m 3. Joist Girder Selection: (Interior) a) Compute the concentrated load at top chord points P = 3.44 kN/m x 15.24 m = 52.5 kN (use 54.0 kN). b) Select Joist Girder depth: Refer to the ASD Metric Joist Girder Design Guide Weight Table for the 12800 mm span, 8 , 54.0 kN Joist Girder. The rule of about one millimeter of depth for each 12 millimeters of span is a good compromise of limited depth and economy. Therefore, select a depth of 1118 mm from the table. c) The Joist Girder will then be designated 1118G8N52.5 kN. d) The ASD Metric Joist Girder Design Guide Weight Table shows the weight for a 1118G8N52.5K as 73 kg/m. To convert the mass to a force multiply 73 kg/m by 0.0098 = 0.715 kN/m. The designer should that the weight is not greater than the weight assumed in the dead load above.

96


JOIST GIRDERS

DESIGN GUIDE LRFD WEIGHT TABLE FOR JOIST GIRDERS Based on a 50 ksi Maximum Yield Strength GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

2N@ 10.00 3N@ 6.67

20

4N@ 5.00 5N@ 4.00 6N@ 3.33 8N@ 2.50 2N@ 11.00 3N@ 7.33

22

4N@ 5.50 5N@ 4.40 6N@ 3.67 8N@ 2.75

3N@ 8.33

4N@ 6.25

5N@ 5.00 25 6N@ 4.17

8N@ 3.12

10N@ 2.50

20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 32 36 20 24 28 32 36 20 24 28 32 36 20 24 28 32 36 20 24 28 32 36 20 24 28 32 36

6.0 16 16 16 15 15 15 15 15 16 15 16 16 16 16 17 19 17 18 21 18 18 15 15 15 15 15 16 15 16 16 16 16 16 19 18 18 18 15 15 15 16 15 15 15 16 16 15 15 16 16 16 16 16 16 16 16 21 19 18 18 18 26 23 21 21 22

9.0 19 19 19 15 16 16 15 16 16 17 16 16 19 18 18 25 22 22 21 21 21 18 15 16 16 15 16 17 16 16 21 19 18 27 24 22 18 18 15 16 16 18 16 15 16 16 18 17 16 16 17 24 20 18 18 18 29 26 23 24 22 38 33 30 28 28

12.0 19 19 19 19 16 16 19 17 17 21 20 18 25 22 22 32 29 29 21 21 21 18 19 16 19 17 16 24 20 18 27 23 22 36 31 28 19 19 19 16 16 20 19 17 17 17 25 23 20 19 18 29 25 23 22 24 39 33 30 28 29 49 42 38 36 37

15.0 19 19 19 19 16 16 21 20 19 26 23 22 29 28 26 41 36 34 22 22 21 19 19 16 23 20 19 27 24 22 33 28 26 43 38 34 22 20 19 16 17 25 21 20 19 19 31 26 24 23 22 38 31 28 26 25 48 41 38 34 34 63 54 48 43 44

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH POINT – KIPS 18.0 21.0 24.0 27.0 30.0 36.0 42.0 48.0 54.0 19 20 24 24 25 30 37 41 46 19 20 21 21 25 28 32 36 41 19 20 20 21 23 26 28 32 39 20 23 24 27 31 36 44 48 54 19 20 23 26 27 33 36 45 47 17 20 24 24 26 31 36 44 46 25 29 33 38 41 50 57 65 71 23 26 29 32 35 44 50 55 62 22 25 28 30 34 39 49 50 59 31 36 39 48 51 62 71 82 99 26 30 35 39 43 53 60 68 80 27 28 33 37 39 48 55 64 68 36 41 50 57 58 72 82 99 107 31 37 43 46 53 61 70 85 102 30 33 40 42 47 58 68 76 83 51 58 65 72 82 99 118 139 142 42 50 54 61 69 86 103 107 128 40 47 54 61 67 76 88 107 112 22 23 24 24 25 34 39 43 49 22 22 23 24 24 30 33 41 41 22 22 22 23 24 37 30 33 41 22 24 26 29 33 42 45 53 68 20 23 24 26 30 35 40 45 48 19 20 23 24 27 32 36 45 47 26 30 36 39 44 55 62 71 82 25 27 29 34 38 48 52 58 71 22 25 28 32 35 40 49 54 60 34 38 42 49 55 65 75 96 98 28 33 38 40 48 56 62 73 85 26 30 32 38 41 51 57 65 73 39 49 56 57 65 79 97 106 118 32 39 45 51 58 66 82 98 101 30 34 39 44 50 61 70 76 89 56 64 71 80 96 106 135 138 46 53 60 68 75 101 105 125 145 40 47 54 62 69 79 87 106 118 26 27 30 37 41 49 59 66 70 22 25 26 28 32 39 43 51 59 20 23 24 27 29 34 39 45 47 20 21 23 24 27 32 36 44 46 17 20 24 24 26 32 36 40 45 29 35 39 42 49 55 70 78 93 26 29 33 37 40 50 57 64 72 24 25 29 34 37 43 51 58 66 21 25 28 32 35 40 49 54 60 21 26 26 29 34 38 49 50 56 38 43 51 55 58 73 93 100 109 32 36 42 47 53 61 75 81 98 28 31 37 41 47 56 62 72 79 26 30 33 38 41 51 57 65 73 26 28 31 36 39 48 54 64 69 45 55 58 69 78 94 104 116 134 37 44 50 56 64 75 97 99 107 32 38 44 51 55 67 73 87 101 30 34 39 44 50 61 69 77 89 30 36 39 43 49 58 67 74 84 58 70 78 94 99 115 134 50 57 65 75 81 99 118 138 44 53 60 67 75 86 103 116 127 39 47 54 65 71 78 87 105 117 40 46 52 61 63 76 87 101 114 78 94 100 115 134 65 75 89 99 104 130 56 64 74 84 101 109 134 147 52 62 69 76 87 107 118 130 153 52 64 71 77 85 100 116 130 151

60.0 50 42 40 74 53 49 88 71 63 99 91 77 118 102 96

66.0 56 49 42 75 56 53 97 85 72 109 101 93 138 111 109

72.0 62 52 46 81 68 57 100 90 86 120 103 95 141 123 112

78.0 70 53 48 84 79 68 107 100 91 141 110 107

84.0 75 66 49 89 82 80 120 102 91 142 120 111

144 119

147 130

149 124 55 45 42 70 55 52 95 79 72 111 100 86 137 109 102

153 135 62 51 46 76 61 54 96 89 79 126 101 92

155 69 55 48 84 74 59 106 98 87 137 110 102

166 76 61 51 88 81 74 119 101 90

78 73 58 94 84 82 134 107 97

116 105

133 111

120 104

142 113

144 127

148

149 131 76 67 55 52 48 99 88 72 69 63 125 102 93 83 75

152 86 71 59 54 53 109 97 89 79 73 134 112 101 93 88

164 89 81 67 58 54 119 100 90 86 85

97 84 81 74 68 134 106 101 91 88

102 89 82 81 79 135 120 102 96 92

129 106 102 96

140 117 105 101

125 111 108

118 104 102 98

138 120 105 108

134 113 116

143 127 117

145 148 129

147 129 121

152 136

154 148

166

167

157

97


JOIST GIRDERS

LRFD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

3N@ 9.33 4N@ 7.00 5N@ 5.60 28

6N@ 4.67 7N@ 4.00 8N@ 3.50 10N@ 2.80 3N@ 10.00

4N@ 7.50

5N@ 6.00 30 6N@ 5.00

8N@ 3.75

10N@ 3.00

3N@ 10.67

4N@ 8.00

32

5N@ 6.40

6N@ 5.33

8N@ 4.00

98

24 28 32 24 28 32 24 28 32 24 28 32 24 28 32 24 28 32 24 28 32 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36

6.0 18 18 15 15 15 15 15 15 16 16 15 16 18 17 16 20 18 17 24 23 21 18 18 18 16 16 15 15 16 15 15 16 16 16 16 16 16 21 20 18 17 25 24 22 22 18 16 17 15 18 15 15 15 15 15 15 16 17 16 16 16 22 19 18 18

9.0 18 18 18 16 15 15 18 17 17 21 20 19 24 22 21 28 25 24 36 30 30 18 18 18 19 18 16 16 16 19 17 17 17 24 20 19 18 32 30 26 23 38 36 31 30 19 17 17 17 19 18 15 16 20 18 17 17 24 21 20 19 32 27 25 24

12.0 19 19 19 20 18 17 24 21 20 28 24 23 32 27 27 37 32 29 46 41 38 21 19 19 19 23 21 18 17 25 23 21 20 29 27 24 23 40 37 34 32 51 47 39 39 21 18 18 19 23 20 20 17 27 24 22 21 31 27 25 24 40 35 32 31

15.0 22 20 19 24 21 20 29 26 24 35 30 28 41 35 31 48 39 38 57 50 46 24 22 20 19 29 25 22 22 30 27 24 24 37 32 29 26 51 44 42 39 66 57 52 48 26 24 21 20 26 24 22 21 33 28 26 24 39 35 30 28 54 45 39 38

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH POINT – KIPS 18.0 21.0 24.0 27.0 30.0 36.0 42.0 48.0 54.0 24 27 29 36 39 43 53 62 70 22 25 26 28 31 39 43 46 55 21 23 24 27 28 34 39 45 48 27 32 38 40 48 55 62 71 82 25 28 32 36 39 49 56 64 71 23 25 29 33 37 43 50 58 62 34 39 46 52 58 66 78 96 102 30 35 39 46 50 61 68 77 90 27 32 37 41 44 56 62 70 80 41 49 55 63 70 79 96 106 134 36 42 50 54 58 71 82 99 107 32 37 43 49 53 64 74 84 101 49 56 64 74 79 96 110 135 43 51 57 62 69 82 99 108 129 38 44 52 55 63 74 85 102 108 55 64 74 79 95 105 134 50 58 65 72 81 99 108 129 141 43 53 60 64 70 86 103 113 127 70 79 96 102 117 137 60 69 82 99 100 120 141 55 66 71 80 93 109 126 147 27 31 35 38 40 48 58 66 71 25 27 30 35 37 42 49 56 63 22 26 28 31 32 39 46 51 57 21 23 26 28 31 35 39 46 52 33 37 42 49 53 64 76 85 101 30 33 37 42 45 53 61 73 81 26 30 34 37 43 51 55 62 70 24 27 31 34 36 46 52 59 64 37 43 51 55 58 73 86 96 109 32 37 44 47 53 61 75 88 97 29 35 39 43 48 56 63 77 90 27 31 36 40 43 51 60 70 80 45 52 58 66 73 94 104 116 134 38 44 50 57 65 75 97 99 107 34 40 45 51 58 65 82 98 100 31 37 41 46 52 61 70 84 101 63 73 83 99 111 124 146 53 61 73 80 86 114 126 149 49 55 63 71 79 104 117 130 154 46 54 61 69 76 89 108 121 134 78 99 111 123 134 69 80 94 113 116 138 58 74 82 95 105 129 142 54 68 79 84 91 119 132 151 27 34 38 40 42 54 61 70 75 26 28 31 34 37 43 55 60 69 25 26 28 32 34 39 44 54 61 23 25 26 28 30 38 40 45 51 32 37 40 47 55 61 72 86 94 28 32 37 40 45 55 62 70 78 25 29 32 36 39 49 56 64 71 24 26 30 34 36 43 50 58 65 39 44 51 57 65 77 93 100 123 34 39 46 52 58 66 74 96 101 32 35 41 46 53 61 68 77 90 27 33 37 42 47 56 62 70 79 47 55 61 69 76 94 103 133 134 40 48 55 60 67 79 96 105 117 36 42 50 54 58 71 82 99 103 34 38 44 49 55 66 73 84 101 61 72 86 93 103 133 55 63 70 80 95 105 134 137 50 58 65 71 81 99 109 120 141 43 53 59 67 71 86 103 113 127

60.0 71 61 53 95 79 70 111 99 93 137 118 102

66.0 78 66 58 104 96 85 126 107 102

72.0 85 76 66 106 97 90 136 114 107

78.0 89 83 80 120 106 99

84.0 98 86 81 135 107 102

130 112

142 119

138 111

142 123

144

146

140 123

143

146

147

149

80 70 64 57 104 86 77 74 125 102 100 86

92 79 71 64 126 103 87 78 134 112 101 94

98 82 73 65 127 104 103 88

117 93 83 73 149 126 105 91

119 99 84 75 150 128 116 105

128 107 103

138 117 110

133 118

137 109 102

140 121 111

142 123

144 126

148

161 154

169

84 70 62 53 103 94 83 70 133 110 99 93

88 76 67 58 114 96 82 85

102 85 77 67 133 105 97 90

102 89 80 81 134 121 102 99

135 107 102

126 105 102

137 114 106

130 117

142 120

137 118 102

139 111

142 123

144

146

147

113 93 86 77


JOIST GIRDERS

LRFD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

4N@ 8.75

5N@ 7.00

35

6N@ 5.83

7N@ 5.00

8N@ 4.38

4N@ 9.50

5N@ 7.60 38 6N@ 6.33

8N@ 4.75

4N@ 10.00

5N@ 8.00

6N@ 6.67 40 7N@ 5.71

8N@ 5.00

10N@ 4.00

28 32 36 40 28 32 36 40 28 32 36 40 28 32 36 40 28 32 36 40 32 36 40 44 32 36 40 44 32 36 40 44 32 36 40 44 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48

6.0 16 15 15 15 15 15 16 16 17 16 16 16 19 17 17 17 21 20 19 18 16 15 15 16 15 16 16 17 17 16 16 17 20 19 19 20 17 17 17 16 17 15 16 16 17 17 16 17 16 17 17 18 17 17 20 20 21 19 19 21 20 29 25 24 23 23

9.0 19 18 16 16 20 18 17 17 24 21 20 20 27 24 23 22 30 27 26 24 19 17 16 16 20 20 20 20 24 21 21 20 29 28 26 24 20 19 18 17 17 21 20 20 20 20 24 22 21 21 21 26 24 24 22 23 29 27 25 27 25 39 36 36 32 32

12.0 23 21 20 17 26 24 23 22 30 27 25 24 34 30 28 27 39 36 32 30 21 21 20 20 25 24 23 22 30 27 25 24 38 35 32 30 23 22 22 20 20 26 24 24 23 23 30 27 26 24 24 33 31 29 28 28 38 36 34 33 32 51 47 45 41 41

15.0 27 24 23 21 32 29 27 25 37 33 31 28 43 39 35 32 48 42 39 37 26 24 23 22 31 28 26 25 35 33 31 29 47 42 40 39 29 29 25 24 24 32 30 27 29 26 38 34 30 28 31 43 39 35 33 36 48 46 39 39 42 64 60 56 51 52

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH POINT – KIPS 18.0 21.0 24.0 27.0 30.0 36.0 42.0 48.0 54.0 31 36 41 46 52 60 74 79 94 28 33 37 39 45 53 60 73 80 27 30 33 37 41 561 55 62 74 26 27 30 37 38 46 52 61 64 37 43 52 57 59 73 86 100 109 34 37 45 50 53 66 75 88 100 29 35 40 46 48 62 68 77 90 27 33 37 43 47 56 63 70 80 44 52 58 65 73 93 103 115 134 38 46 53 57 65 79 96 100 117 36 41 48 54 58 70 81 99 102 34 38 44 49 55 64 77 84 101 52 59 66 74 86 101 115 135 47 53 61 67 75 97 103 118 137 42 48 55 62 69 82 99 105 120 39 44 50 55 63 73 86 102 107 59 69 78 94 98 115 136 53 61 69 79 88 101 118 138 48 55 62 71 77 99 109 121 141 44 54 60 65 73 86 102 113 127 31 34 39 43 48 58 67 74 87 28 33 35 39 44 53 60 74 75 27 30 34 37 41 51 55 62 74 26 28 30 35 38 46 52 58 65 36 42 46 52 59 70 86 96 101 33 38 45 47 53 64 74 89 98 31 35 40 46 48 59 70 78 91 30 33 39 41 48 56 63 75 80 41 49 55 62 70 86 98 105 125 39 47 50 57 61 75 89 100 107 36 40 48 55 59 71 82 99 102 33 38 44 49 55 64 77 84 102 56 64 74 86 95 105 135 50 57 65 76 81 101 113 138 140 48 55 62 67 78 100 103 121 142 47 51 57 64 71 86 102 113 127 37 40 47 50 56 64 73 86 103 31 37 40 44 51 57 65 74 87 29 33 37 40 47 52 62 73 77 29 31 36 38 41 49 59 66 74 25 30 32 37 39 48 53 59 67 38 43 52 55 62 73 86 101 109 34 39 45 53 55 66 74 88 102 32 37 41 46 51 62 68 77 90 32 37 41 49 50 58 70 82 84 31 34 40 41 50 57 68 75 85 44 52 58 65 72 93 100 115 133 39 47 53 60 67 79 97 102 117 36 43 48 54 62 71 82 99 103 36 40 47 51 55 66 78 91 102 36 42 46 53 57 69 79 86 100 52 58 66 74 86 101 115 135 47 53 61 67 75 97 103 117 136 43 49 55 62 69 82 99 105 119 39 48 55 59 64 78 92 102 111 41 48 54 61 66 80 86 108 122 58 67 78 94 96 115 135 53 60 68 80 88 102 118 137 49 58 65 72 82 99 109 120 141 47 56 63 70 75 93 103 120 136 47 55 62 69 80 90 104 122 136 79 92 112 123 125 149 69 81 94 103 125 150 66 75 82 96 115 129 152 60 71 82 84 99 119 143 161 58 68 76 85 94 121 134 152

60.0 100 92 83 75 126 102 100 95

66.0 111 100 94 90 136 112 104 102

72.0 117 106 97 95

78.0 137 112 107 96

84.0 138 127 113 108

128 115 107

138 131 115

133 125

139 113 104

140 121 115

142 123

144 145

146

141 118

144 133

147

147 100 93 83 75 111 103 101 93 136 118 109 104

149 101 97 94 90 126 112 105 102

111 106 98 95 137 129 113 107

127 112 107 95

138 123 109 108

138 117 111

134 118

141 121 115

142 143 123

142 145

147

128 125 104 96 85

149 127 117 106 99

151 128 127 106 106

128 115 118 119

138 130 130 120

142 141 132

146 164

144 147 114 103 87 78 78 124 102 100 99 95

149 126 104 96 84 78 134 112 105 116 100

137 114 107 109

141 130 116 132

142 134 133

142 135

140 122 134

143 136

164

167

147 155

170

99


JOIST GIRDERS

LRFD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

4N@ 10.50

5N@ 8.40

6N@ 7.00 42 7N@ 6.00

8N@ 5.25

10N@ 4.20

4N@ 11.25

5N@ 9.00

6N@ 7.50

45

7N@ 6.43

8N@ 5.62

9N@ 5.00

10N@ 4.50

100

32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 36 40 44 48 52 36 40 44 48 52 36 40 44 48 52 36 40 44 48 52 36 40 44 48 52 36 40 44 48 52 36 40 44 48 52

6.0 16 16 16 16 16 16 15 16 16 17 18 17 17 16 20 20 19 18 20 18 22 20 20 20 21 27 25 24 23 23 18 19 19 18 18 16 16 16 20 20 19 19 19 20 20 20 20 20 20 18 21 20 20 21 22 24 22 23 23 23 26 25 24 24 23

9.0 21 19 19 19 19 22 21 21 20 20 25 23 21 21 20 28 26 24 23 23 32 27 26 25 26 38 36 34 31 30 21 21 21 21 22 22 21 21 21 21 24 23 21 21 21 27 26 24 23 23 30 28 27 26 28 34 31 31 29 28 38 35 33 31 31

12.0 25 22 21 20 21 28 25 24 24 23 32 30 26 24 25 36 34 31 29 28 40 38 35 32 32 52 46 45 41 39 25 22 22 22 23 27 25 24 24 24 31 28 27 26 25 35 33 30 29 28 38 36 34 32 33 45 39 39 37 36 49 47 46 40 39

15.0 29 26 24 23 24 35 31 28 27 27 39 35 33 31 29 45 40 38 35 34 51 46 42 39 41 62 60 54 52 49 28 27 24 24 24 33 30 29 27 27 38 34 32 30 29 44 40 39 36 34 48 46 41 39 42 55 49 48 47 46 60 60 54 49 50

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH POINT – KIPS 18.0 21.0 24.0 27.0 30.0 36.0 42.0 48.0 54.0 34 38 43 49 53 67 74 86 99 32 35 39 44 47 58 67 73 87 28 34 36 41 45 53 61 73 76 27 31 34 38 42 51 55 62 74 26 29 32 36 39 47 54 62 65 41 45 52 57 66 74 88 100 110 36 42 46 52 59 70 85 96 102 33 39 44 51 54 64 74 89 98 31 37 40 46 52 59 69 78 91 30 35 39 42 48 57 63 75 81 45 55 61 69 77 93 103 124 135 41 49 56 60 67 79 96 105 117 39 46 54 57 61 75 89 100 108 35 41 48 54 59 71 81 100 102 33 39 44 49 56 64 77 85 102 52 65 72 85 93 102 125 49 56 67 74 79 98 110 127 138 46 54 61 68 75 90 101 113 129 41 49 55 63 70 78 100 106 116 39 44 50 56 64 73 92 102 108 62 72 78 94 100 124 135 56 64 74 79 96 105 126 138 51 57 65 76 81 101 113 138 141 49 55 63 70 78 99 107 121 142 48 56 63 67 74 93 103 112 128 77 94 101 114 134 70 86 97 102 112 140 64 75 89 99 104 129 61 70 79 91 100 114 143 56 66 72 80 93 107 125 146 33 38 42 46 52 62 72 79 95 31 35 39 44 47 55 64 75 87 29 33 37 39 45 53 61 74 76 28 31 34 38 40 51 55 63 75 27 29 33 37 39 47 52 60 66 38 44 52 55 63 74 86 101 109 36 42 45 53 56 68 75 88 102 34 38 44 46 54 65 74 85 90 32 36 41 45 52 59 67 75 91 30 35 39 42 48 57 64 75 81 45 52 58 66 74 93 100 115 134 40 47 53 60 67 79 97 103 117 38 46 50 54 62 76 90 100 107 36 42 48 55 59 69 78 92 102 34 39 44 50 56 64 77 85 102 52 58 66 74 86 101 115 135 47 54 61 67 75 97 105 127 138 46 54 61 62 69 90 100 113 129 41 49 55 63 70 79 92 107 117 39 45 50 56 65 73 93 102 109 58 67 78 94 98 114 135 53 61 68 80 89 105 118 137 51 58 66 73 81 99 109 130 141 47 55 63 68 74 92 104 116 142 48 54 59 67 71 94 102 112 127 66 74 88 98 104 135 61 69 80 89 100 113 138 58 66 76 89 99 108 132 55 63 70 79 91 106 117 133 55 60 70 73 84 102 112 135 148 73 86 98 105 116 137 66 76 90 102 112 140 64 72 89 99 104 130 142 62 71 78 91 100 114 134 56 67 72 80 93 107 123 147

60.0 101 95 93 84 75 125 111 103 101 95

66.0 112 101 97 94 90

72.0 125 112 97 97 95

78.0 134 118 113 108 97

84.0 138 129 122 109 108

126 113 105 102

137 129 113 107

130 126 115

134 118

137 119 109 104

141 121 115

142 143 124

142 145

147

142 132 118

145 136

149

117 112 102 95 95

128 113 108 107 96

138 128 114 109 109

128 123 112 107

130 118 117

142 134 119

143 136

148

147 148

100 95 89 83 76 125 111 103 95 94

112 101 95 94 91 136 122 110 106 98

137 118 110 102

140 139 122 116

142 143 124

143 133 118

145 136

149

146 148


JOIST GIRDERS

LRFD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

5N@ 9.60

6N@ 8.00

48

8N@ 6.00

9N@ 5.33

12N@ 4.00

5N@ 10.00

6N@ 8.33

8N@ 6.25 50 9N@ 5.56

10N@ 5.00

12N@ 4.17

36 40 44 48 52 56 36 40 44 48 52 56 36 40 44 48 52 56 36 40 44 48 52 56 36 40 44 48 52 56 40 44 48 52 56 60 40 44 48 52 56 60 40 44 48 52 56 60 40 44 48 52 56 60 40 44 48 52 56 60 40 44 48 52 56 60

6.0 19 19 19 19 20 20 20 19 19 19 20 20 30 28 27 26 26 25 35 34 33 33 31 31 35 34 31 30 30 27 18 17 19 20 20 20 20 19 19 20 20 21 22 21 21 21 24 24 24 23 24 24 24 24 26 25 24 24 23 24 34 31 30 30 27 27

9.0 26 23 22 21 21 21 28 25 24 23 23 22 36 33 32 30 30 28 44 42 39 37 36 35 52 48 44 41 39 38 23 22 22 22 22 20 28 24 23 23 23 23 31 29 27 25 29 27 34 32 32 31 30 32 38 36 34 34 32 31 49 44 41 39 40 39

12.0 31 29 27 25 25 24 35 33 31 30 27 27 45 42 39 37 36 36 55 52 50 46 46 44 71 65 57 53 52 49 30 29 28 25 25 24 34 31 30 30 26 27 39 37 35 33 36 35 44 40 42 40 38 38 49 47 46 45 41 40 65 57 58 53 52 49

15.0 37 35 32 30 29 29 42 39 36 35 32 31 56 51 49 47 44 43 70 63 59 56 54 53 84 76 73 67 61 61 38 34 31 31 30 30 42 38 37 36 33 33 51 47 42 40 42 40 55 53 52 47 46 49 60 60 54 52 48 49 80 73 67 68 61 61

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH POINT – KIPS 18.0 21.0 24.0 27.0 30.0 36.0 42.0 48.0 54.0 45 52 59 66 71 87 111 113 135 41 46 52 59 68 77 92 112 114 37 44 48 54 61 69 80 93 113 36 40 48 48 55 69 78 90 96 33 39 42 50 54 62 71 82 92 33 38 40 46 50 59 71 79 85 51 62 70 78 83 100 122 134 147 47 56 64 71 79 93 112 124 137 45 50 57 65 73 81 102 115 127 40 48 52 59 67 78 95 105 116 38 46 51 59 60 75 83 97 107 37 42 48 54 61 69 80 91 107 64 78 91 100 122 134 59 70 80 92 101 124 148 55 65 74 82 95 114 127 150 53 60 68 76 84 105 129 131 154 51 59 65 71 80 99 119 132 146 49 57 63 69 78 90 109 123 136 79 91 99 121 122 146 74 88 93 101 113 136 69 83 91 94 103 126 150 66 76 85 94 97 118 130 63 72 80 95 101 108 132 152 62 69 80 89 98 103 123 137 165 100 123 135 148 93 113 125 137 149 82 102 115 126 139 76 88 104 117 130 153 76 84 97 107 131 144 70 81 91 108 122 135 165 44 47 56 60 68 79 93 113 124 40 46 51 56 61 76 89 94 113 38 42 48 55 61 69 78 94 96 35 40 45 49 55 62 74 82 96 32 40 43 50 51 63 71 83 92 33 36 42 46 51 58 65 76 86 48 56 64 71 80 100 112 124 147 47 50 57 65 73 85 102 124 127 40 49 57 65 67 82 95 115 127 40 46 52 59 67 75 84 105 117 39 42 51 54 60 72 84 98 107 38 43 49 53 61 70 80 87 102 59 67 78 86 96 110 135 53 61 70 80 96 103 118 139 51 58 69 76 81 99 114 130 142 49 55 63 70 78 99 107 121 141 47 56 64 68 78 94 108 118 137 47 55 61 69 74 83 103 110 123 66 74 86 96 104 134 61 69 80 88 98 113 138 58 69 77 90 99 111 133 58 66 74 79 92 106 126 143 55 60 68 77 89 102 116 135 53 61 70 75 83 97 111 125 141 74 87 96 104 116 136 68 84 96 102 112 140 65 76 89 99 103 130 62 70 79 91 100 114 134 60 70 76 87 93 107 134 146 57 66 73 81 94 109 119 138 100 112 125 147 86 102 126 127 149 82 96 115 127 130 154 76 84 105 118 130 154 70 85 99 108 122 135 164 70 82 88 104 112 135 166

60.0 136 136 116 115 99 100

66.0

72.0

78.0

84.0

138 126 116 117 100

139 128 118 119

150 140 130 120

142 141 133

151 141 131 132

160 144 134

162 153

165

136 126 115 116 99 96

138 137 127 117 117 101

139 139 129 119 120

141 141 131 121

142 142 133

149 129 129 120 110

151 131 132 123

153 144 134

162 163 154

164 165

148 139

149

148 138 129 130 120

164 155

101


JOIST GIRDERS

LRFD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

5N@ 11.00

6N@ 9.17

55

7N@ 7.86

9N@ 6.11

11N@ 5.00

5N@ 12.00

6N@ 10.00

8N@ 7.50 60 10N@ 6.00

12N@ 5.00

15N@ 4.00

102

44 48 52 56 60 66 44 48 52 56 60 66 44 48 52 56 60 66 44 48 52 56 60 66 44 48 52 56 60 66 48 52 56 60 66 72 48 52 56 60 66 72 48 52 56 60 66 72 48 52 56 60 66 72 48 52 56 60 66 72 48 52 56 60 66 72

6.0 21 21 20 20 23 24 19 20 20 18 20 19 21 21 21 20 21 22 24 24 25 24 24 24 30 28 27 27 26 26 21 21 22 22 24 25 20 20 19 19 19 22 24 23 23 23 28 29 26 28 27 25 27 26 33 31 29 30 32 29 40 39 38 38 35 35

7.5 21 21 22 21 24 24 22 22 22 21 21 20 24 24 23 22 22 22 29 28 30 29 27 27 36 33 34 33 31 31 23 22 23 23 24 25 24 23 24 23 23 22 29 29 26 26 30 30 32 34 33 31 32 32 39 37 36 35 35 33 49 48 46 42 41 44

9.0 24 23 23 24 24 24 26 24 24 24 24 22 28 27 26 25 24 24 34 32 33 32 32 31 43 39 37 39 37 36 27 27 24 24 24 25 29 28 25 24 24 24 34 31 31 32 33 31 37 38 37 37 37 33 46 45 41 39 41 38 64 57 53 51 49 46

10.5 25 24 25 24 24 25 29 28 26 25 25 24 33 31 29 28 27 26 39 38 39 38 36 35 49 45 44 42 40 39 29 28 28 28 26 25 32 30 30 29 27 27 39 37 36 33 34 34 44 44 43 39 42 38 53 51 48 47 48 42 72 66 67 60 55 55

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH POINT – KIPS 12.0 13.5 15.0 16.5 18.0 19.5 21.0 24.0 27.0 29 32 35 38 41 43 47 53 59 28 30 32 35 38 41 43 49 56 27 29 32 33 36 39 42 44 52 26 28 31 33 36 37 39 44 51 27 27 31 33 35 38 38 45 47 26 28 28 33 34 37 37 42 47 33 36 38 43 45 51 52 59 66 31 33 36 40 44 46 50 56 64 29 33 35 37 41 59 59 66 74 28 31 35 36 39 42 47 52 55 29 30 33 35 38 39 43 48 55 28 30 31 33 36 39 40 47 50 36 39 44 50 53 59 59 70 75 34 38 43 45 51 54 56 65 72 33 36 39 44 46 52 55 62 69 31 35 38 40 46 48 53 55 64 30 33 36 39 41 47 49 56 64 30 32 36 37 40 43 48 52 58 46 52 55 60 67 74 74 87 98 40 47 53 57 61 68 69 81 97 43 47 52 57 65 65 73 77 90 43 46 51 53 59 66 67 75 87 40 45 47 52 56 60 67 71 80 39 42 46 49 54 58 61 71 78 55 63 67 74 87 88 97 106 126 54 61 65 69 76 87 89 103 112 52 55 62 66 73 77 88 99 105 48 54 60 64 68 77 80 93 102 47 49 58 64 67 72 77 82 95 45 50 54 60 65 68 74 82 97 33 35 39 43 44 49 51 57 63 31 33 36 40 44 45 47 52 60 30 31 34 36 41 44 45 52 59 29 32 34 35 40 42 45 49 53 30 30 33 35 36 38 42 47 51 27 30 31 35 36 37 39 45 48 36 38 41 47 49 56 60 67 72 33 37 39 46 48 50 57 62 69 33 38 39 42 48 49 51 58 66 32 34 39 40 43 49 50 57 63 32 32 34 40 42 44 50 52 61 28 33 34 36 41 43 44 52 54 43 49 56 57 64 72 72 80 93 40 48 50 57 58 66 72 81 94 38 44 49 51 58 60 66 75 83 39 42 47 50 53 59 61 69 77 41 43 46 48 53 57 62 70 78 36 41 46 47 52 58 59 66 73 49 55 60 67 74 79 87 97 105 50 56 64 65 71 75 88 97 103 46 51 58 66 65 72 76 90 104 45 51 57 60 66 70 73 86 93 49 51 56 62 65 72 74 85 95 42 47 50 55 59 66 69 74 83 59 68 75 86 87 97 102 111 135 57 65 69 76 88 89 98 104 118 55 62 66 72 77 89 91 104 113 54 56 64 73 74 79 91 102 106 53 61 62 70 77 80 87 100 110 50 52 60 61 69 72 77 86 100 80 93 102 113 124 126 136 74 81 94 103 114 126 127 150 71 80 83 96 104 116 127 140 153 68 76 83 89 98 106 118 132 144 62 70 81 87 87 103 110 123 136 64 66 77 85 90 93 106 125 139

30.0 63 60 57 53 52 48 75 68 86 63 60 56 87 76 74 70 68 65 105 103 104 92 93 83 137 128 115 107 108 98 69 65 63 60 56 56 80 78 69 70 65 63 112 103 96 85 82 80 118 113 105 104 102 96

33.0 71 64 65 58 60 55 86 75 93 70 64 62 97 89 86 79 72 70 116 107 105 105 95 91

36.0 82 71 66 66 61 56 86 87 99 71 71 65 102 98 91 87 81 74 135 118 114 107 108 97

139 131 118 110 113 76 69 69 66 61 56 93 80 79 75 69 68 123 114 104 98 90 90 137 130 123 111 120 98

142 134 121 117 87 77 74 70 67 63 93 94 83 83 77 71 125 125 116 106 100 92 138 138 131 126 122 111

139 129 116 122 110

140 133 134 114

145 147 127

153 142

167 160

171

39.0 83 73 74 66 67 62 98 89 109 78 75 73 111 103 100 92 93 83 137 129 125 117 109 111

42.0 86 83 74 74 68 69 101 98 110 91 80 73 120 110 105 101 94 84 139 133 128 118 113

146 137 126 89 85 78 75 72 69 112 94 95 83 84 75 136 127 127 118 108 104

148 141 94 90 87 80 73 70 113 113 96 96 85 87 148 139 129 129 120 110

143 134 134 111

145 121

164 142

151


JOIST GIRDERS

LRFD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

6N@ 10.83

8N@ 8.12

9N@ 7.22 65 10N@ 6.50

11N@ 5.91

13N@ 5.00

7N@ 10.00

9N@ 7.78

10N@ 7.00 70 11N@ 6.36

12N@ 5.83

14N@ 5.00

52 56 60 66 72 52 56 60 66 72 52 56 60 66 72 52 56 60 66 72 52 56 60 66 72 52 56 60 66 72 56 60 66 72 78 84 56 60 66 72 78 84 56 60 66 72 78 84 56 60 66 72 78 84 56 60 66 72 78 84 56 60 66 72 78 84

6.0 22 21 23 22 24 25 24 23 24 38 30 26 25 28 29 31 31 29 27 27 33 32 33 30 30 37 37 35 34 34 24 23 24 24 25 24 26 25 31 32 32 33 27 30 29 30 30 31 32 30 31 32 29 30 34 33 32 32 30 30 36 37 35 34 33 33

7.5 28 25 24 24 25 31 30 28 28 39 32 32 32 32 30 36 36 34 34 33 39 39 38 37 36 45 43 41 41 41 25 26 27 25 26 27 31 30 34 33 34 34 34 36 35 34 33 33 41 39 38 37 35 36 41 39 37 37 36 36 44 43 42 40 39 40

9.0 30 29 29 26 27 38 34 33 33 39 38 39 38 37 35 41 40 40 39 37 45 44 44 42 41 55 53 50 49 46 30 30 30 29 28 29 37 35 38 37 36 35 38 41 42 38 37 36 45 44 43 42 40 39 50 46 45 42 42 40 53 54 48 49 44 44

10.5 33 33 32 31 31 40 39 39 35 39 44 42 40 41 38 49 46 44 43 44 52 51 49 46 47 64 61 58 53 53 35 33 32 32 31 31 40 39 43 43 39 38 45 48 44 43 40 40 51 50 46 48 47 45 56 55 48 48 48 45 63 61 55 55 52 51

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH POINT – KIPS 12.0 13.5 15.0 16.5 18.0 19.5 21.0 24.0 27.0 39 41 45 49 54 58 61 69 78 35 40 42 48 49 55 58 63 70 34 39 41 44 50 50 56 64 71 33 35 40 42 45 51 51 58 65 32 35 37 42 43 47 49 54 60 44 51 58 62 66 74 74 83 97 43 50 52 59 63 68 74 83 97 41 47 51 53 60 68 69 77 85 42 44 49 52 56 63 63 75 80 42 45 47 52 56 58 65 73 78 49 58 62 67 74 79 83 97 116 48 53 59 68 68 76 81 98 106 47 51 58 60 69 70 78 86 100 44 50 53 60 64 71 72 81 89 44 46 52 57 62 66 71 79 91 58 62 67 75 82 89 97 116 128 52 60 68 69 77 85 91 107 119 51 57 61 70 74 78 87 100 109 50 54 60 65 72 74 82 90 103 47 52 56 62 67 75 76 87 93 59 67 75 83 89 98 106 118 131 60 64 69 77 85 91 99 119 132 55 63 70 74 79 86 92 109 122 54 57 64 72 73 81 90 104 113 51 57 62 67 77 77 88 93 110 72 79 89 98 106 117 130 142 69 77 86 91 99 108 120 133 146 64 71 77 85 93 100 108 131 134 62 70 75 80 87 93 102 122 134 58 64 72 78 85 90 90 113 127 39 43 46 51 56 57 64 71 83 37 43 44 50 52 57 61 66 73 35 39 44 46 51 53 58 67 73 34 38 42 46 47 53 54 60 69 34 37 40 43 47 49 50 58 63 35 37 39 42 44 49 51 57 65 45 53 56 61 67 72 75 88 102 45 47 54 61 65 70 73 89 99 48 51 56 63 67 70 74 86 92 45 51 56 58 64 67 69 77 89 45 48 53 59 60 66 66 76 87 45 47 50 55 59 63 67 72 81 53 57 60 68 75 80 88 100 106 55 60 65 69 71 84 88 102 109 51 55 62 66 70 73 85 91 105 47 52 59 63 66 69 78 88 94 46 51 55 61 65 71 71 79 94 47 49 55 57 63 70 72 80 92 60 64 71 83 87 89 102 108 127 57 65 66 73 85 89 90 104 114 53 59 67 67 76 86 88 105 106 55 57 62 70 70 78 82 94 108 50 55 61 65 73 72 80 92 98 49 52 59 66 68 73 78 84 97 63 68 76 87 88 102 103 113 129 58 65 74 76 89 90 103 112 128 55 63 67 76 78 90 92 105 115 55 61 65 69 77 80 89 102 107 51 56 64 70 72 80 84 97 106 51 53 61 68 73 77 83 89 102 71 75 87 96 102 111 120 137 69 75 88 89 99 103 112 128 64 70 77 90 92 102 106 115 132 61 69 73 81 91 95 103 110 120 58 67 72 76 84 92 97 111 120 58 62 69 78 79 86 97 106 116

30.0 83 80 76 73 68 115 105 99 89 89 128 118 109 103 91 131 132 122 113 110 153 144 134 125 118

39.0 115 97 98 87 87 141 131 130 122 113 153 144 145 136 127

42.0 116 117 99 100 89 153 143 133 124 125

146 138 129

140 141

163 143

147 144

164 156

173

110 105 104 94 90 85

121 111 106 102 96 94

131 127 124 116 113

131 118 118

132 127 115 112

133 130 121

137 133

132 119 118 116

136 124 124

148 140 129

141 144

139 130 119 113 115

143 135 123 118

148 141 128

151 144

151

138 138 127

141 143

155

158 137 138 88 85 75 76 71 69 110 105 106 100 93 94 118 122 109 106 96 98 138 129 117 109 110 102

33.0 95 84 82 78 76 127 118 108 101 92 129 130 120 112 108 154 144 134 125 127 156 147 139 131

161 141 102 90 87 78 78 72 122 114 112 108 102 95 137 130 123 112 108 109

36.0 97 97 92 83 80 129 129 119 110 104 142 142 132 124 115 155

170 102 102 93 89 83 80 128 129 122 114 110 103

155 146 138 140

103


JOIST GIRDERS

LRFD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

8N@ 9.38

10N@ 7.50

75

12N@ 6.25

14N@ 5.36

15N@ 5.00

8N@ 10.00

10N@ 8.00

80

12N@ 6.67

14N@ 5.71

16N@ 5.00

104

56 60 66 72 78 60 66 72 78 84 60 66 72 78 84 66 72 78 84 90 66 72 78 84 90 60 66 72 78 84 90 60 66 72 78 84 90 66 72 78 84 90 96 66 72 78 84 90 96 66 72 78 84 90 96

6.0 29 26 27 26 27 32 32 30 31 31 38 35 36 35 34 41 41 37 38 37 41 42 41 39 38 28 30 29 30 30 53 31 31 33 32 33 34 36 34 33 34 36 34 39 38 36 36 36 37 42 41 41 39 39 40

7.5 33 32 32 32 29 39 37 36 35 36 43 42 41 42 39 48 46 44 44 42 52 52 47 46 46 31 31 32 31 32 54 35 35 37 36 37 36 44 42 39 38 39 37 47 46 43 42 41 40 53 50 49 45 46 46

9.0 40 38 35 34 34 42 42 42 39 39 51 50 46 47 46 56 52 53 52 50 60 59 54 55 52 37 35 33 33 35 56 41 39 43 42 42 40 50 47 46 47 44 43 57 54 50 50 48 47 62 57 58 54 54 55

10.5 43 42 41 41 37 50 49 45 46 45 59 55 54 54 52 63 61 61 57 58 69 67 65 63 60 42 38 38 37 37 56 47 46 50 46 45 44 57 54 53 49 50 50 64 59 58 56 53 53 70 69 66 61 62 58

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH POINT – KIPS 12.0 13.5 15.0 16.5 18.0 19.5 21.0 24.0 27.0 49 55 61 65 73 79 82 95 115 48 51 58 63 70 75 80 92 97 44 51 53 60 64 69 72 82 98 43 46 52 58 61 66 71 79 87 43 45 54 54 61 64 69 77 81 59 67 69 76 83 89 98 117 129 55 62 69 70 78 86 87 100 119 54 57 63 72 73 81 86 101 111 48 56 63 66 74 75 82 91 105 49 55 59 65 69 77 78 94 95 68 76 84 90 98 106 118 131 144 62 70 79 87 90 100 110 122 135 63 65 73 81 90 91 104 124 126 61 68 76 78 86 90 98 105 126 56 64 70 78 79 90 92 106 126 72 80 89 102 111 122 125 137 70 75 84 95 101 110 121 134 148 68 76 80 89 98 103 107 125 139 64 71 79 86 92 100 108 127 130 66 73 77 87 94 94 110 119 142 77 85 98 106 118 120 132 146 74 84 87 99 110 121 123 146 160 73 77 88 91 104 112 124 139 152 67 76 86 92 93 109 116 131 143 69 74 81 90 95 103 118 133 145 45 51 56 63 64 72 75 88 97 45 47 52 57 62 65 70 77 90 41 46 48 53 59 63 68 76 87 41 42 47 53 56 60 64 73 81 39 43 48 52 56 59 63 71 79 57 57 58 60 63 67 70 79 79 53 60 68 75 76 88 97 103 112 52 55 62 70 75 78 90 100 107 55 62 63 70 74 83 87 97 106 51 56 63 68 71 76 86 90 100 51 57 61 65 70 77 78 91 100 49 53 60 65 68 72 77 87 92 65 70 73 86 90 103 103 115 130 59 67 72 77 86 92 101 107 125 60 65 69 79 80 88 94 108 114 56 63 70 72 79 83 92 99 111 56 59 66 72 74 82 86 101 113 54 60 68 71 75 79 85 98 104 73 77 89 98 103 109 113 129 67 76 79 91 101 106 106 125 143 66 70 78 90 95 96 109 118 136 64 71 74 80 92 98 99 112 124 61 68 74 82 86 95 100 115 121 61 67 74 79 84 88 100 108 118 78 90 101 105 113 129 130 76 81 93 102 109 116 118 145 73 83 91 96 104 112 120 137 149 69 76 84 97 100 109 115 126 143 70 74 80 86 101 102 114 119 144 68 73 81 88 94 106 110 121 133

30.0 116 116 99 100 89 131 132 123 114 110

33.0 128 118 118 101 103 154 134 136 127 128

36.0 140 130 120 121 105

39.0 152 142 132 122 123

138 139 131

152 143

148 141 139 139

154 152 141

163 164

171

151 153 144

171 173

176

169 171 146 103 103 92 88 83 90 129 115 120 112 109 102

174 177 112 105 106 94 96 95 139 132 127 122 115 111

133 129 121 116 117

127 113 108 109 98 103

42.0 153 144 134 125

156

137 129 116 111 112 105

131 126 118 114 118

130 125 118

131 132

136

136 138 125 120

140 143 130

149 147

156

149 143 136 127

146 145

152

155 155

164

142


JOIST GIRDERS

LRFD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

9N@ 10.00

10N@ 9.00

11N@ 8.18 90 12N@ 7.50

15N@ 6.00

18N@ 5.00

10N@ 10.00

12N@ 8.33

15N@ 6.67

100

16N@ 6.25

17N@ 5.88

18N@ 5.56

20N@ 5.00

72 84 90 96 102 72 84 90 96 102 72 84 90 96 102 78 84 90 96 108 78 84 90 96 108 78 84 90 96 108 78 84 96 102 108 78 84 96 102 108 78 84 96 102 108 84 96 102 108 120 84 96 102 108 120 84 96 102 108 120 84 96 102 108 120

6.0 40 41 54 55 55 42 42 42 43 43 43 43 45 47 48 44 45 46 46 45 47 49 50 48 51 51 51 52 53 57 45 47 55 55 56 48 48 47 48 48 53 53 52 53 53 53 53 53 54 56 55 54 55 55 56 55 55 56 57 59 58 60 59 60 68

7.5 42 44 55 56 57 46 45 46 46 45 47 49 48 48 49 49 49 50 48 49 54 54 52 53 57 62 61 58 58 59 49 50 56 56 57 53 52 51 52 51 56 56 56 56 56 58 57 57 58 61 61 59 59 60 62 61 60 61 60 64 66 65 65 67 73

9.0 46 48 56 57 57 48 49 50 48 48 51 50 51 53 57 53 52 52 52 55 66 62 60 58 59 74 73 70 68 64 52 53 56 57 58 56 55 55 55 55 67 61 61 60 59 69 63 62 62 64 70 65 66 65 67 70 65 66 68 69 77 73 71 71 90

10.5 49 48 56 57 58 52 51 51 53 53 59 55 53 56 58 60 56 60 58 56 75 68 69 66 64 84 80 79 78 76 55 55 57 58 59 62 63 58 58 59 75 69 68 66 65 72 71 66 67 70 77 72 73 69 71 81 72 73 73 75 94 83 80 80 101

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH POINT – KIPS 12.0 13.5 15.0 16.5 18.0 19.5 21.0 24.0 27.0 55 60 64 72 81 82 92 98 117 50 54 60 67 75 76 84 88 102 57 59 62 65 72 77 85 88 99 58 59 64 65 69 74 80 91 98 59 60 62 65 69 74 75 87 95 61 64 72 78 85 93 99 118 130 58 62 69 73 81 94 97 115 117 56 60 66 71 79 81 89 100 107 56 59 66 70 74 82 87 95 108 57 60 65 69 76 77 84 97 105 65 73 78 86 99 100 119 120 143 62 67 74 78 87 91 100 113 126 59 66 72 77 85 90 93 107 128 60 63 71 75 81 87 95 105 113 61 64 70 73 82 86 94 101 116 68 72 79 88 102 103 111 124 149 65 75 79 84 91 103 105 125 137 68 75 79 88 89 100 106 126 128 63 72 76 82 90 93 103 110 129 64 66 76 81 85 92 97 107 115 82 94 99 120 121 133 145 148 76 86 97 103 122 124 125 149 78 82 90 99 106 125 127 140 153 72 80 93 95 108 112 129 131 154 72 78 87 99 101 109 115 136 139 99 102 120 133 145 148 159 89 104 113 124 137 150 151 90 93 106 126 129 142 153 166 87 95 108 113 131 133 144 158 85 95 103 113 120 127 139 151 172 58 62 68 75 79 91 92 106 115 58 61 69 72 77 81 93 102 109 62 64 68 74 84 86 87 102 116 61 64 66 73 77 86 89 100 106 61 64 67 70 76 80 87 92 106 70 74 86 92 97 105 112 124 68 72 84 88 98 99 107 126 133 66 67 75 81 91 93 102 111 116 62 69 73 79 90 94 95 113 118 62 70 72 76 85 92 97 106 117 86 91 104 106 115 125 133 78 88 94 107 113 118 128 72 82 93 99 105 114 118 133 74 83 85 97 102 116 117 125 144 73 77 87 99 103 104 118 123 140 80 92 106 107 117 127 133 75 85 98 100 115 115 124 140 74 84 97 102 111 117 118 136 154 76 82 87 100 104 117 118 129 148 76 83 86 93 104 109 116 128 140 88 94 107 114 127 133 145 80 93 99 113 115 121 135 151 79 87 98 102 118 118 127 144 78 87 91 105 107 119 120 140 160 78 87 93 100 110 112 125 133 149 94 102 109 118 134 144 84 97 100 114 120 124 140 84 89 102 112 118 125 137 154 82 91 104 106 119 121 130 148 84 88 98 108 113 122 129 142 163 103 109 118 134 146 99 108 115 123 125 144 153 89 103 114 121 129 147 147 89 106 110 123 126 134 149 164 108 113 123 133 152 155 166 182 200

30.0 119 121 105 107 105 142 137 126 113 115

33.0 141 124 125 110 112 155 148 129 129 124

138 129 132 124

36.0 143 135 128 128 130

39.0

42.0

148 138 131 133

149

141 133 131

153 137

150 142 134 138

148 150

163

149 151 132 135

152 153 137

156 160

168

173 168

172

131 118 125 121 107

140 133 126 127 127

133 130

131 133 123

141 139

149

142 134

155

143

149

161

168

105


JOIST GIRDERS

LRFD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

10N@ 11.00

12N@ 9.17

14N@ 7.86 110 16N@ 6.88

18N@ 6.11

20N@ 5.50

10N@ 12.00

12N@ 10.00

15N@ 8.00

120

16N@ 7.50

18N@ 6.67

20N@ 6.00

24N@ 5.00

106

84 96 108 114 120 84 96 108 114 120 84 96 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120

6.0 54 62 63 63 64 58 57 58 59 59 60 60 60 61 60 62 63 64 65 66 64 66 66 67 68 68 69 69 69 66 63 64 78 78 79 68 68 69 70 70 69 70 70 70 72 70 70 70 70 70 71 72 72 72 73 76 75 75 77 77 83 81 83 86 86

7.5 58 62 63 64 64 62 62 64 65 62 66 65 64 65 66 68 67 68 70 69 71 70 71 73 74 77 75 77 77 72 66 67 79 79 81 69 69 70 70 71 74 73 73 73 74 76 74 74 73 75 77 78 79 76 77 82 83 81 82 84 90 88 91 96 97

9.0 61 63 64 67 66 66 66 68 66 67 71 69 69 69 69 72 74 73 74 75 77 80 77 79 79 82 81 83 86 77 69 69 82 82 83 71 72 72 71 72 77 78 80 78 78 80 78 80 81 79 85 83 84 85 84 89 87 88 87 90 96 99 96 109 107

10.5 65 65 67 68 69 70 70 72 71 72 76 74 72 74 74 79 80 81 80 81 87 89 83 85 88 99 94 94 91 83 72 71 83 83 84 77 78 75 75 76 82 84 85 83 84 85 86 85 86 85 89 87 88 90 89 94 92 94 93 96 111 108 103 121 117

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH POINT – KIPS 12.0 13.5 15.0 16.5 18.0 19.5 21.0 24.0 27.0 69 73 82 83 94 99 100 120 143 69 72 81 82 91 97 98 107 125 69 72 75 82 86 91 95 105 113 72 73 76 79 86 88 96 108 115 72 74 76 81 83 88 90 100 111 74 84 88 101 109 120 122 144 74 79 88 92 101 107 125 127 151 75 79 84 90 95 106 111 132 136 75 79 84 89 102 106 107 126 134 74 79 82 91 96 107 109 126 135 84 97 102 122 123 134 147 83 95 100 105 124 125 136 150 78 87 99 103 108 120 128 142 155 79 84 93 103 105 111 124 133 157 80 82 90 96 106 109 126 135 158 89 104 106 125 126 147 149 89 103 108 125 127 128 152 156 83 95 104 110 127 130 142 158 86 95 105 111 114 132 135 161 162 88 97 99 109 117 135 138 152 165 99 106 125 127 148 151 101 109 127 128 139 152 153 94 106 111 129 131 144 157 97 107 113 132 134 137 159 163 91 101 110 118 136 139 152 166 106 125 139 152 154 109 129 130 142 154 155 106 114 132 133 145 157 169 101 115 134 135 147 160 161 93 106 113 126 128 137 154 167 76 78 82 86 89 89 94 108 115 75 79 83 83 86 91 92 110 117 83 83 86 91 95 94 100 108 126 83 84 86 91 90 95 95 109 127 84 85 86 88 92 92 97 102 113 82 86 90 99 100 113 125 130 80 85 88 96 101 102 116 130 81 86 90 91 99 103 105 128 134 82 86 87 92 95 100 130 121 135 80 84 88 92 93 102 107 123 133 90 96 109 115 125 129 134 88 93 103 113 118 129 132 90 95 101 106 115 119 133 88 93 98 107 117 121 122 137 89 94 99 100 110 118 124 140 90 100 109 114 128 134 92 97 110 112 120 131 137 90 95 100 114 120 124 133 91 96 101 107 117 122 135 145 90 94 99 103 118 119 126 147 95 109 116 129 136 97 111 113 121 138 138 94 101 115 121 156 157 96 102 116 117 123 136 143 95 99 105 118 125 129 140 110 116 130 136 105 114 123 140 150 101 115 121 135 142 152 103 113 119 128 138 146 102 107 121 124 133 148 150 121 136 118 140 151 119 129 147 157 141 143 152 160 143 146 152 163 165

30.0 144

33.0

36.0

131 133 128

133 136 137

140

158 156 158

158 161

160

129 131 128 133

138

137

39.0

42.0


JOIST GIRDERS

DESIGN GUIDE ASD WEIGHT TABLE FOR JOIST GIRDERS Based on a 50 ksi Maximum Yield Strength GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

2N@ 10.00 3N@ 6.67

20

4N@ 5.00 5N@ 4.00 6N@ 3.33 8N@ 2.50 2N@ 11.00 3N@ 7.33

22

4N@ 5.50 5N@ 4.40 6N@ 3.67 8N@ 2.75

3N@ 8.33

4N@ 6.25

5N@ 5.00 25 6N@ 4.17

8N@ 3.12

10N@ 2.50

20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 20 24 28 32 36 20 24 28 32 36 20 24 28 32 36 20 24 28 32 36 20 24 28 32 36 20 24 28 32 36

4 16 16 16 15 15 15 15 15 16 15 16 16 16 16 17 19 17 18 21 18 18 15 15 15 15 15 16 15 16 16 16 16 16 19 18 18 18 15 15 15 16 15 15 15 16 16 15 15 16 16 16 16 16 16 16 16 21 19 18 18 18 26 23 21 21 22

6 19 19 19 15 16 16 15 16 16 17 16 16 19 18 18 25 22 22 21 21 21 18 15 16 16 15 16 17 16 16 21 19 18 27 24 22 18 18 15 16 16 18 16 15 16 16 18 17 16 16 17 24 20 18 18 18 29 26 23 24 22 38 33 30 28 28

8 19 19 19 19 16 16 19 17 17 21 20 18 25 22 22 32 29 29 21 21 21 18 19 16 19 17 16 24 20 18 27 23 22 36 31 28 19 19 19 16 16 20 19 17 17 17 25 23 20 19 18 29 25 23 22 24 39 33 30 28 29 49 42 38 36 37

10 19 19 19 19 16 16 21 20 19 26 23 22 29 28 26 41 36 34 22 22 21 19 19 16 23 20 19 27 24 22 33 28 26 43 38 34 22 20 19 16 17 25 21 20 19 19 31 26 24 23 22 38 31 28 26 25 48 41 38 34 34 63 54 48 43 44

12 19 19 19 20 19 17 25 23 22 31 26 27 36 31 30 51 42 40 22 22 22 22 20 19 26 25 22 34 28 26 39 32 30 56 46 40 26 22 20 20 17 29 26 24 21 21 38 32 28 26 26 45 37 32 30 30 58 50 44 39 40 78 65 56 52 52

JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT LOAD ON EACH POINT – KIPS 14 16 18 20 24 28 32 36 20 24 24 25 30 37 41 46 20 21 21 25 28 32 36 41 20 20 21 23 26 28 32 39 23 24 27 31 36 44 48 54 20 23 26 27 33 36 45 47 20 24 24 26 31 36 44 46 29 33 38 41 50 57 65 71 26 29 32 35 44 50 55 62 25 28 30 34 39 49 50 59 36 39 48 51 62 71 82 99 30 35 39 43 53 60 68 80 28 33 37 39 48 55 64 68 41 50 57 58 72 82 99 107 37 43 46 53 61 70 85 102 33 40 42 47 58 68 76 83 58 65 72 82 99 118 139 142 50 54 61 69 86 103 107 128 47 54 61 67 76 88 107 112 23 24 24 25 34 39 43 49 22 23 24 24 30 33 41 41 22 22 23 24 37 30 33 41 24 26 29 33 42 45 53 68 23 24 26 30 35 40 45 48 20 23 24 27 32 36 45 47 30 36 39 44 55 62 71 82 27 29 34 38 48 52 58 71 25 28 32 35 40 49 54 60 38 42 49 55 65 75 96 98 33 38 40 48 56 62 73 85 30 32 38 41 51 57 65 73 49 56 57 65 79 97 106 118 39 45 51 58 66 82 98 101 34 39 44 50 61 70 76 89 64 71 80 96 106 135 138 53 60 68 75 101 105 125 145 47 54 62 69 79 87 106 118 27 30 37 41 49 59 66 70 25 26 28 32 39 43 51 59 23 24 27 29 34 39 45 47 21 23 24 27 32 36 44 46 20 24 24 26 32 36 40 45 35 39 42 49 55 70 78 93 29 33 37 40 50 57 64 72 25 29 34 37 43 51 58 66 25 28 32 35 40 49 54 60 26 26 29 34 38 49 50 56 43 51 55 58 73 93 100 109 36 42 47 53 61 75 81 98 31 37 41 47 56 62 72 79 30 33 38 41 51 57 65 73 28 31 36 39 48 54 64 69 55 58 69 78 94 104 116 134 44 50 56 64 75 97 99 107 38 44 51 55 67 73 87 101 34 39 44 50 61 69 77 89 36 39 43 49 58 67 74 84 70 78 94 99 115 134 57 65 75 81 99 118 138 53 60 67 75 86 103 116 127 47 54 65 71 78 87 105 117 46 52 61 63 76 87 101 114 94 100 115 134 75 89 99 104 130 64 74 84 101 109 134 147 62 69 76 87 107 118 130 153 64 71 77 85 100 116 130 151

40 50 42 40 74 53 49 88 71 63 99 91 77 118 102 96

44 56 49 42 75 56 53 97 85 72 109 101 93 138 111 109

48 62 52 46 81 68 57 100 90 86 120 103 95 141 123 112

52 70 53 48 84 79 68 107 100 91 141 110 107

56 75 66 49 89 82 80 120 102 91 142 120 111

144 119

147 130

149 124 55 45 42 70 55 52 95 79 72 111 100 86 137 109 102

153 135 62 51 46 76 61 54 96 89 79 126 101 92

155 69 55 48 84 74 59 106 98 87 137 110 102

166 76 61 51 88 81 74 119 101 90

78 73 58 94 84 82 134 107 97

116 105

133 111

120 104

142 113

144 127

148

149 131 76 67 55 52 48 99 88 72 69 63 125 102 93 83 75

152 86 71 59 54 53 109 97 89 79 73 134 112 101 93 88

164 89 81 67 58 54 119 100 90 86 85

97 84 81 74 68 134 106 101 91 88

102 89 82 81 79 135 120 102 96 92

129 106 102 96

140 117 105 101

125 111 108

118 104 102 98

138 120 105 108

134 113 116

143 127 117

145 148 129

147 129 121

152 136

154 148

166

167

157

107


JOIST GIRDERS

ASD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

3N@ 9.33 4N@ 7.00 5N@ 5.60 28

6N@ 4.67 7N@ 4.00 8N@ 3.50 10N@ 2.80 3N@ 10.00

4N@ 7.50

5N@ 6.00 30 6N@ 5.00

8N@ 3.75

10N@ 3.00

3N@ 10.67

4N@ 8.00

32

5N@ 6.40

6N@ 5.33

8N@ 4.00

108

24 28 32 24 28 32 24 28 32 24 28 32 24 28 32 24 28 32 24 28 32 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36 24 28 32 36

4 18 18 15 15 15 15 15 15 16 16 15 16 18 17 16 20 18 17 24 23 21 18 18 18 16 16 15 15 16 15 15 16 16 16 16 16 16 21 20 18 17 25 24 22 22 18 16 17 15 18 15 15 15 15 15 15 16 17 16 16 16 22 19 18 18

6 18 18 18 16 15 15 18 17 17 21 20 19 24 22 21 28 25 24 36 30 30 18 18 18 19 18 16 16 16 19 17 17 17 24 20 19 18 32 30 26 23 38 36 31 30 19 17 17 17 19 18 15 16 20 18 17 17 24 21 20 19 32 27 25 24

8 19 19 19 20 18 17 24 21 20 28 24 23 32 27 27 37 32 29 46 41 38 21 19 19 19 23 21 18 17 25 23 21 20 29 27 24 23 40 37 34 32 51 47 39 39 21 18 18 19 23 20 20 17 27 24 22 21 31 27 25 24 40 35 32 31

10 22 20 19 24 21 20 29 26 24 35 30 28 41 35 31 48 39 38 57 50 46 24 22 20 19 29 25 22 22 30 27 24 24 37 32 29 26 51 44 42 39 66 57 52 48 26 24 21 20 26 24 22 21 33 28 26 24 39 35 30 28 54 45 39 38

12 24 22 21 27 25 23 34 30 27 41 36 32 49 43 38 55 50 43 70 60 55 27 25 22 21 33 30 26 24 37 32 29 27 45 38 34 31 63 53 49 46 78 69 58 54 27 26 25 23 32 28 25 24 39 34 32 27 47 40 36 34 61 55 50 43

JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT LOAD ON EACH POINT – KIPS 14 16 18 20 24 28 32 36 27 29 36 39 43 53 62 70 25 26 28 31 39 43 46 55 23 24 27 28 34 39 45 48 32 38 40 48 55 62 71 82 28 32 36 39 49 56 64 71 25 29 33 37 43 50 58 62 39 46 52 58 66 78 96 102 35 39 46 50 61 68 77 90 32 37 41 44 56 62 70 80 49 55 63 70 79 96 106 134 42 50 54 58 71 82 99 107 37 43 49 53 64 74 84 101 56 64 74 79 96 110 135 51 57 62 69 82 99 108 129 44 52 55 63 74 85 102 108 64 74 79 95 105 134 58 65 72 81 99 108 129 141 53 60 64 70 86 103 113 127 79 96 102 117 137 69 82 99 100 120 141 66 71 80 93 109 126 147 31 35 38 40 48 58 66 71 27 30 35 37 42 49 56 63 26 28 31 32 39 46 51 57 23 26 28 31 35 39 46 52 37 42 49 53 64 76 85 101 33 37 42 45 53 61 73 81 30 34 37 43 51 55 62 70 27 31 34 36 46 52 59 64 43 51 55 58 73 86 96 109 37 44 47 53 61 75 88 97 35 39 43 48 56 63 77 90 31 36 40 43 51 60 70 80 52 58 66 73 94 104 116 134 44 50 57 65 75 97 99 107 40 45 51 58 65 82 98 100 37 41 46 52 61 70 84 101 73 83 99 111 124 146 61 73 80 86 114 126 149 55 63 71 79 104 117 130 154 54 61 69 76 89 108 121 134 99 111 123 134 80 94 113 116 138 74 82 95 105 129 142 68 79 84 91 119 132 151 34 38 40 42 54 61 70 75 28 31 34 37 43 55 60 69 26 28 32 34 39 44 54 61 25 26 28 30 38 40 45 51 37 40 47 55 61 72 86 94 32 37 40 45 55 62 70 78 29 32 36 39 49 56 64 71 26 30 34 36 43 50 58 65 44 51 57 65 77 93 100 123 39 46 52 58 66 74 96 101 35 41 46 53 61 68 77 90 33 37 42 47 56 62 70 79 55 61 69 76 94 103 133 134 48 55 60 67 79 96 105 117 42 50 54 58 71 82 99 103 38 44 49 55 66 73 84 101 72 86 93 103 133 63 70 80 95 105 134 137 58 65 71 81 99 109 120 141 53 59 67 71 86 103 113 127

40 71 61 53 95 79 70 111 99 93 137 118 102

44 78 66 58 104 96 85 126 107 102

48 85 76 66 106 97 90 136 114 107

52 89 83 80 120 106 99

56 98 86 81 135 107 102

130 112

142 119

138 111

142 123

144

146

140 123

143

146

147

149

80 70 64 57 104 86 77 74 125 102 100 86

92 79 71 64 126 103 87 78 134 112 101 94

98 82 73 65 127 104 103 88

117 93 83 73 149 126 105 91

119 99 84 75 150 128 116 105

128 107 103

138 117 110

133 118

137 109 102

140 121 111

142 123

144 126

148

161 154

169

84 70 62 53 103 94 83 70 133 110 99 93

88 76 67 58 114 96 82 85

102 85 77 67 133 105 97 90

102 89 80 81 134 121 102 99

113 93 86 77

126 105 102

137 114 106

130 117

142 120

137 118 102

139 111

142 123

144

146

147

135 107 102


JOIST GIRDERS

ASD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

4N@ 8.75

5N@ 7.00

35

6N@ 5.83

7N@ 5.00

8N@ 4.38

4N@ 9.50

5N@ 7.60 38 6N@ 6.33

8N@ 4.75

4N@ 10.00

5N@ 8.00

6N@ 6.67 40 7N@ 5.71

8N@ 5.00

10N@ 4.00

28 32 36 40 28 32 36 40 28 32 36 40 28 32 36 40 28 32 36 40 32 36 40 44 32 36 40 44 32 36 40 44 32 36 40 44 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48

4 16 15 15 15 15 15 16 16 17 16 16 16 19 17 17 17 21 20 19 18 16 15 15 16 15 16 16 17 17 16 16 17 20 19 19 20 17 17 17 16 17 15 16 16 17 17 16 17 16 17 17 18 17 17 20 20 21 19 19 21 20 29 25 24 23 23

6 19 18 16 16 20 18 17 17 24 21 20 20 27 24 23 22 30 27 26 24 19 17 16 16 20 20 20 20 24 21 21 20 29 28 26 24 20 19 18 17 17 21 20 20 20 20 24 22 21 21 21 26 24 24 22 23 29 27 25 27 25 39 36 36 32 32

8 23 21 20 17 26 24 23 22 30 27 25 24 34 30 28 27 39 36 32 30 21 21 20 20 25 24 23 22 30 27 25 24 38 35 32 30 23 22 22 20 20 26 24 24 23 23 30 27 26 24 24 33 31 29 28 28 38 36 34 33 32 51 47 45 41 41

10 27 24 23 21 32 29 27 25 37 33 31 28 43 39 35 32 48 42 39 37 26 24 23 22 31 28 26 25 35 33 31 29 47 42 40 39 29 29 25 24 24 32 30 27 29 26 38 34 30 28 31 43 39 35 33 36 48 46 39 39 42 64 60 56 51 52

12 31 28 27 26 37 34 29 27 44 38 36 34 52 47 42 39 59 53 48 44 31 28 27 26 36 33 31 30 41 39 36 33 56 50 48 47 37 31 29 29 25 38 34 32 32 31 44 39 36 36 36 52 47 43 39 41 58 53 49 47 47 79 69 66 60 58

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT LOAD ON EACH POINT – KIPS 14 16 18 20 24 28 32 36 36 41 46 52 60 74 79 94 33 37 39 45 53 60 73 80 30 33 37 41 561 55 62 74 27 30 37 38 46 52 61 64 43 52 57 59 73 86 100 109 37 45 50 53 66 75 88 100 35 40 46 48 62 68 77 90 33 37 43 47 56 63 70 80 52 58 65 73 93 103 115 134 46 53 57 65 79 96 100 117 41 48 54 58 70 81 99 102 38 44 49 55 64 77 84 101 59 66 74 86 101 115 135 53 61 67 75 97 103 118 137 48 55 62 69 82 99 105 120 44 50 55 63 73 86 102 107 69 78 94 98 115 136 61 69 79 88 101 118 138 55 62 71 77 99 109 121 141 54 60 65 73 86 102 113 127 34 39 43 48 58 67 74 87 33 35 39 44 53 60 74 75 30 34 37 41 51 55 62 74 28 30 35 38 46 52 58 65 42 46 52 59 70 86 96 101 38 45 47 53 64 74 89 98 35 40 46 48 59 70 78 91 33 39 41 48 56 63 75 80 49 55 62 70 86 98 105 125 47 50 57 61 75 89 100 107 40 48 55 59 71 82 99 102 38 44 49 55 64 77 84 102 64 74 86 95 105 135 57 65 76 81 101 113 138 140 55 62 67 78 100 103 121 142 51 57 64 71 86 102 113 127 40 47 50 56 64 73 86 103 37 40 44 51 57 65 74 87 33 37 40 47 52 62 73 77 31 36 38 41 49 59 66 74 30 32 37 39 48 53 59 67 43 52 55 62 73 86 101 109 39 45 53 55 66 74 88 102 37 41 46 51 62 68 77 90 37 41 49 50 58 70 82 84 34 40 41 50 57 68 75 85 52 58 65 72 93 100 115 133 47 53 60 67 79 97 102 117 43 48 54 62 71 82 99 103 40 47 51 55 66 78 91 102 42 46 53 57 69 79 86 100 58 66 74 86 101 115 135 53 61 67 75 97 103 117 136 49 55 62 69 82 99 105 119 48 55 59 64 78 92 102 111 48 54 61 66 80 86 108 122 67 78 94 96 115 135 60 68 80 88 102 118 137 58 65 72 82 99 109 120 141 56 63 70 75 93 103 120 136 55 62 69 80 90 104 122 136 92 112 123 125 149 81 94 103 125 150 75 82 96 115 129 152 71 82 84 99 119 143 161 68 76 85 94 121 134 152

40 100 92 83 75 126 102 100 95

44 111 100 94 90 136 112 104 102

48 117 106 97 95

52 137 112 107 96

56 138 127 113 108

128 115 107

138 131 115

133 125

139 113 104

140 121 115

142 123

144 145

146

141 118

144 133

147

147 100 93 83 75 111 103 101 93 136 118 109 104

149 101 97 94 90 126 112 105 102

111 106 98 95 137 129 113 107

127 112 107 95

138 123 109 108

138 117 111

134 118

141 121 115

142 143 123

142 145

147

128 125 104 96 85

149 127 117 106 99

151 128 127 106 106

128 115 118 119

138 130 130 120

142 141 132

146 164

144 147 114 103 87 78 78 124 102 100 99 95

149 126 104 96 84 78 134 112 105 116 100

137 114 107 109

141 130 116 132

142 134 133

142 135

140 122 134

143 136

164

167

147 155

170

109


JOIST GIRDERS

ASD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

4N@ 10.50

5N@ 8.40

6N@ 7.00 42 7N@ 6.00

8N@ 5.25

10N@ 4.20

4N@ 11.25

5N@ 9.00

6N@ 7.50

45

7N@ 6.43

8N@ 5.62

9N@ 5.00

10N@ 4.50

110

32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 32 36 40 44 48 36 40 44 48 52 36 40 44 48 52 36 40 44 48 52 36 40 44 48 52 36 40 44 48 52 36 40 44 48 52 36 40 44 48 52

4 16 16 16 16 16 16 15 16 16 17 18 17 17 16 20 20 19 18 20 18 22 20 20 20 21 27 25 24 23 23 18 19 19 18 18 16 16 16 20 20 19 19 19 20 20 20 20 20 20 18 21 20 20 21 22 24 22 23 23 23 26 25 24 24 23

6 21 19 19 19 19 22 21 21 20 20 25 23 21 21 20 28 26 24 23 23 32 27 26 25 26 38 36 34 31 30 21 21 21 21 22 22 21 21 21 21 24 23 21 21 21 27 26 24 23 23 30 28 27 26 28 34 31 31 29 28 38 35 33 31 31

8 25 22 21 20 21 28 25 24 24 23 32 30 26 24 25 36 34 31 29 28 40 38 35 32 32 52 46 45 41 39 25 22 22 22 23 27 25 24 24 24 31 28 27 26 25 35 33 30 29 28 38 36 34 32 33 45 39 39 37 36 49 47 46 40 39

10 29 26 24 23 24 35 31 28 27 27 39 35 33 31 29 45 40 38 35 34 51 46 42 39 41 62 60 54 52 49 28 27 24 24 24 33 30 29 27 27 38 34 32 30 29 44 40 39 36 34 48 46 41 39 42 55 49 48 47 46 60 60 54 49 50

12 34 32 28 27 26 41 36 33 31 30 45 41 39 35 33 52 49 46 41 39 62 56 51 49 48 77 70 64 61 56 33 31 29 28 27 38 36 34 32 30 45 40 38 36 34 52 47 46 41 39 58 53 51 47 48 66 61 58 55 55 73 66 64 62 56

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT LOAD ON EACH POINT – KIPS 14 16 18 20 24 28 32 36 38 43 49 53 67 74 86 99 35 39 44 47 58 67 73 87 34 36 41 45 53 61 73 76 31 34 38 42 51 55 62 74 29 32 36 39 47 54 62 65 45 52 57 66 74 88 100 110 42 46 52 59 70 85 96 102 39 44 51 54 64 74 89 98 37 40 46 52 59 69 78 91 35 39 42 48 57 63 75 81 55 61 69 77 93 103 124 135 49 56 60 67 79 96 105 117 46 54 57 61 75 89 100 108 41 48 54 59 71 81 100 102 39 44 49 56 64 77 85 102 65 72 85 93 102 125 56 67 74 79 98 110 127 138 54 61 68 75 90 101 113 129 49 55 63 70 78 100 106 116 44 50 56 64 73 92 102 108 72 78 94 100 124 135 64 74 79 96 105 126 138 57 65 76 81 101 113 138 141 55 63 70 78 99 107 121 142 56 63 67 74 93 103 112 128 94 101 114 134 86 97 102 112 140 75 89 99 104 129 70 79 91 100 114 143 66 72 80 93 107 125 146 38 42 46 52 62 72 79 95 35 39 44 47 55 64 75 87 33 37 39 45 53 61 74 76 31 34 38 40 51 55 63 75 29 33 37 39 47 52 60 66 44 52 55 63 74 86 101 109 42 45 53 56 68 75 88 102 38 44 46 54 65 74 85 90 36 41 45 52 59 67 75 91 35 39 42 48 57 64 75 81 52 58 66 74 93 100 115 134 47 53 60 67 79 97 103 117 46 50 54 62 76 90 100 107 42 48 55 59 69 78 92 102 39 44 50 56 64 77 85 102 58 66 74 86 101 115 135 54 61 67 75 97 105 127 138 54 61 62 69 90 100 113 129 49 55 63 70 79 92 107 117 45 50 56 65 73 93 102 109 67 78 94 98 114 135 61 68 80 89 105 118 137 58 66 73 81 99 109 130 141 55 63 68 74 92 104 116 142 54 59 67 71 94 102 112 127 74 88 98 104 135 69 80 89 100 113 138 66 76 89 99 108 132 63 70 79 91 106 117 133 60 70 73 84 102 112 135 148 86 98 105 116 137 76 90 102 112 140 72 89 99 104 130 142 71 78 91 100 114 134 67 72 80 93 107 123 147

40 101 95 93 84 75 125 111 103 101 95

44 112 101 97 94 90

48 125 112 97 97 95

52 134 118 113 108 97

56 138 129 122 109 108

126 113 105 102

137 129 113 107

130 126 115

134 118

137 119 109 104

141 121 115

142 143 124

142 145

147

142 132 118

145 136

149

117 112 102 95 95

128 113 108 107 96

138 128 114 109 109

128 123 112 107

130 118 117

142 134 119

143 136

148

147 148

100 95 89 83 76 125 111 103 95 94

112 101 95 94 91 136 122 110 106 98

137 118 110 102

140 139 122 116

142 143 124

143 133 118

145 136

149

146 148


JOIST GIRDERS

ASD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

5N@ 9.60

6N@ 8.00

48

8N@ 6.00

9N@ 5.33

12N@ 4.00

5N@ 10.00

6N@ 8.33

8N@ 6.25 50 9N@ 5.56

10N@ 5.00

12N@ 4.17

36 40 44 48 52 56 36 40 44 48 52 56 36 40 44 48 52 56 36 40 44 48 52 56 36 40 44 48 52 56 40 44 48 52 56 60 40 44 48 52 56 60 40 44 48 52 56 60 40 44 48 52 56 60 40 44 48 52 56 60 40 44 48 52 56 60

4 19 19 19 19 20 20 20 19 19 19 20 20 30 28 27 26 26 25 35 34 33 33 31 31 35 34 31 30 30 27 18 17 19 20 20 20 20 19 19 20 20 21 22 21 21 21 24 24 24 23 24 24 24 24 26 25 24 24 23 24 34 31 30 30 27 27

6 26 23 22 21 21 21 28 25 24 23 23 22 36 33 32 30 30 28 44 42 39 37 36 35 52 48 44 41 39 38 23 22 22 22 22 20 28 24 23 23 23 23 31 29 27 25 29 27 34 32 32 31 30 32 38 36 34 34 32 31 49 44 41 39 40 39

8 31 29 27 25 25 24 35 33 31 30 27 27 45 42 39 37 36 36 55 52 50 46 46 44 71 65 57 53 52 49 30 29 28 25 25 24 34 31 30 30 26 27 39 37 35 33 36 35 44 40 42 40 38 38 49 47 46 45 41 40 65 57 58 53 52 49

10 37 35 32 30 29 29 42 39 36 35 32 31 56 51 49 47 44 43 70 63 59 56 54 53 84 76 73 67 61 61 38 34 31 31 30 30 42 38 37 36 33 33 51 47 42 40 42 40 55 53 52 47 46 49 60 60 54 52 48 49 80 73 67 68 61 61

12 45 41 37 36 33 33 51 47 45 40 38 37 64 59 55 53 51 49 79 74 69 66 63 62 100 93 82 76 76 70 44 40 38 35 32 33 48 47 40 40 39 38 59 53 51 49 47 47 66 61 58 58 55 53 74 68 65 62 60 57 100 86 82 76 70 70

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT LOAD ON EACH POINT – KIPS 14 16 18 20 24 28 32 36 52 59 66 71 87 111 113 135 46 52 59 68 77 92 112 114 44 48 54 61 69 80 93 113 40 48 48 55 69 78 90 96 39 42 50 54 62 71 82 92 38 40 46 50 59 71 79 85 62 70 78 83 100 122 134 147 56 64 71 79 93 112 124 137 50 57 65 73 81 102 115 127 48 52 59 67 78 95 105 116 46 51 59 60 75 83 97 107 42 48 54 61 69 80 91 107 78 91 100 122 134 70 80 92 101 124 148 65 74 82 95 114 127 150 60 68 76 84 105 129 131 154 59 65 71 80 99 119 132 146 57 63 69 78 90 109 123 136 91 99 121 122 146 88 93 101 113 136 83 91 94 103 126 150 76 85 94 97 118 130 72 80 95 101 108 132 152 69 80 89 98 103 123 137 165 123 135 148 113 125 137 149 102 115 126 139 88 104 117 130 153 84 97 107 131 144 81 91 108 122 135 165 47 56 60 68 79 93 113 124 46 51 56 61 76 89 94 113 42 48 55 61 69 78 94 96 40 45 49 55 62 74 82 96 40 43 50 51 63 71 83 92 36 42 46 51 58 65 76 86 56 64 71 80 100 112 124 147 50 57 65 73 85 102 124 127 49 57 65 67 82 95 115 127 46 52 59 67 75 84 105 117 42 51 54 60 72 84 98 107 43 49 53 61 70 80 87 102 67 78 86 96 110 135 61 70 80 96 103 118 139 58 69 76 81 99 114 130 142 55 63 70 78 99 107 121 141 56 64 68 78 94 108 118 137 55 61 69 74 83 103 110 123 74 86 96 104 134 69 80 88 98 113 138 69 77 90 99 111 133 66 74 79 92 106 126 143 60 68 77 89 102 116 135 61 70 75 83 97 111 125 141 87 96 104 116 136 84 96 102 112 140 76 89 99 103 130 70 79 91 100 114 134 70 76 87 93 107 134 146 66 73 81 94 109 119 138 112 125 147 102 126 127 149 96 115 127 130 154 84 105 118 130 154 85 99 108 122 135 164 82 88 104 112 135 166

40 136 136 116 115 99 100

44

48

52

56

138 126 116 117 100

139 128 118 119

150 140 130 120

142 141 133

148 138 129 130 120

151 141 131 132

160 144 134

162 153

165

136 126 115 116 99 96

138 137 127 117 117 101

139 139 129 119 120

141 141 131 121

142 142 133

149 129 129 120 110

151 131 132 123

153 144 134

162 163 154

164 165

148 139

149

164 155

111


JOIST GIRDERS

ASD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

5N@ 11.00

6N@ 9.17

55

7N@ 7.86

9N@ 6.11

11N@ 5.00

5N@ 12.00

6N@ 10.00

8N@ 7.50 60 10N@ 6.00

12N@ 5.00

15N@ 4.00

112

44 48 52 56 60 66 44 48 52 56 60 66 44 48 52 56 60 66 44 48 52 56 60 66 44 48 52 56 60 66 48 52 56 60 66 72 48 52 56 60 66 72 48 52 56 60 66 72 48 52 56 60 66 72 48 52 56 60 66 72 48 52 56 60 66 72

4 21 21 20 20 23 24 19 20 20 18 20 19 21 21 21 20 21 22 24 24 25 24 24 24 30 28 27 27 26 26 21 21 22 22 24 25 20 20 19 19 19 22 24 23 23 23 28 29 26 28 27 25 27 26 33 31 29 30 32 29 40 39 38 38 35 35

5 21 21 22 21 24 24 22 22 22 21 21 20 24 24 23 22 22 22 29 28 30 29 27 27 36 33 34 33 31 31 23 22 23 23 24 25 24 23 24 23 23 22 29 29 26 26 30 30 32 34 33 31 32 32 39 37 36 35 35 33 49 48 46 42 41 44

6 24 23 23 24 24 24 26 24 24 24 24 22 28 27 26 25 24 24 34 32 33 32 32 31 43 39 37 39 37 36 27 27 24 24 24 25 29 28 25 24 24 24 34 31 31 32 33 31 37 38 37 37 37 33 46 45 41 39 41 38 64 57 53 51 49 46

7 25 24 25 24 24 25 29 28 26 25 25 24 33 31 29 28 27 26 39 38 39 38 36 35 49 45 44 42 40 39 29 28 28 28 26 25 32 30 30 29 27 27 39 37 36 33 34 34 44 44 43 39 42 38 53 51 48 47 48 42 72 66 67 60 55 55

8 29 28 27 26 27 26 33 31 29 28 29 28 36 34 33 31 30 30 46 40 43 43 40 39 55 54 52 48 47 45 33 31 30 29 30 27 36 33 33 32 32 28 43 40 38 39 41 36 49 50 46 45 49 42 59 57 55 54 53 50 80 74 71 68 62 64

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT LOAD ON EACH POINT – KIPS 9 10 11 12 13 14 16 18 32 35 38 41 43 47 53 59 30 32 35 38 41 43 49 56 29 32 33 36 39 42 44 52 28 31 33 36 37 39 44 51 27 31 33 35 38 38 45 47 28 28 33 34 37 37 42 47 36 38 43 45 51 52 59 66 33 36 40 44 46 50 56 64 33 35 37 41 59 59 66 74 31 35 36 39 42 47 52 55 30 33 35 38 39 43 48 55 30 31 33 36 39 40 47 50 39 44 50 53 59 59 70 75 38 43 45 51 54 56 65 72 36 39 44 46 52 55 62 69 35 38 40 46 48 53 55 64 33 36 39 41 47 49 56 64 32 36 37 40 43 48 52 58 52 55 60 67 74 74 87 98 47 53 57 61 68 69 81 97 47 52 57 65 65 73 77 90 46 51 53 59 66 67 75 87 45 47 52 56 60 67 71 80 42 46 49 54 58 61 71 78 63 67 74 87 88 97 106 126 61 65 69 76 87 89 103 112 55 62 66 73 77 88 99 105 54 60 64 68 77 80 93 102 49 58 64 67 72 77 82 95 50 54 60 65 68 74 82 97 35 39 43 44 49 51 57 63 33 36 40 44 45 47 52 60 31 34 36 41 44 45 52 59 32 34 35 40 42 45 49 53 30 33 35 36 38 42 47 51 30 31 35 36 37 39 45 48 38 41 47 49 56 60 67 72 37 39 46 48 50 57 62 69 38 39 42 48 49 51 58 66 34 39 40 43 49 50 57 63 32 34 40 42 44 50 52 61 33 34 36 41 43 44 52 54 49 56 57 64 72 72 80 93 48 50 57 58 66 72 81 94 44 49 51 58 60 66 75 83 42 47 50 53 59 61 69 77 43 46 48 53 57 62 70 78 41 46 47 52 58 59 66 73 55 60 67 74 79 87 97 105 56 64 65 71 75 88 97 103 51 58 66 65 72 76 90 104 51 57 60 66 70 73 86 93 51 56 62 65 72 74 85 95 47 50 55 59 66 69 74 83 68 75 86 87 97 102 111 135 65 69 76 88 89 98 104 118 62 66 72 77 89 91 104 113 56 64 73 74 79 91 102 106 61 62 70 77 80 87 100 110 52 60 61 69 72 77 86 100 93 102 113 124 126 136 81 94 103 114 126 127 150 80 83 96 104 116 127 140 153 76 83 89 98 106 118 132 144 70 81 87 87 103 110 123 136 66 77 85 90 93 106 125 139

20 63 60 57 53 52 48 75 68 86 63 60 56 87 76 74 70 68 65 105 103 104 92 93 83 137 128 115 107 108 98 69 65 63 60 56 56 80 78 69 70 65 63 112 103 96 85 82 80 118 113 105 104 102 96

22 71 64 65 58 60 55 86 75 93 70 64 62 97 89 86 79 72 70 116 107 105 105 95 91

24 82 71 66 66 61 56 86 87 99 71 71 65 102 98 91 87 81 74 135 118 114 107 108 97

139 131 118 110 113 76 69 69 66 61 56 93 80 79 75 69 68 123 114 104 98 90 90 137 130 123 111 120 98

142 134 121 117 87 77 74 70 67 63 93 94 83 83 77 71 125 125 116 106 100 92 138 138 131 126 122 111

139 129 116 122 110

140 133 134 114

145 147 127

153 142

167 160

171

26 83 73 74 66 67 62 98 89 109 78 75 73 111 103 100 92 93 83 137 129 125 117 109 111

28 86 83 74 74 68 69 101 98 110 91 80 73 120 110 105 101 94 84 139 133 128 118 113

146 137 126 89 85 78 75 72 69 112 94 95 83 84 75 136 127 127 118 108 104

148 141 94 90 87 80 73 70 113 113 96 96 85 87 148 139 129 129 120 110

143 134 134 111

145 121

164 142

151


JOIST GIRDERS

ASD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

6N@ 10.83

8N@ 8.12

9N@ 7.22 65 10N@ 6.50

11N@ 5.91

13N@ 5.00

7N@ 10.00

9N@ 7.78

10N@ 7.00 70 11N@ 6.36

12N@ 5.83

14N@ 5.00

52 56 60 66 72 52 56 60 66 72 52 56 60 66 72 52 56 60 66 72 52 56 60 66 72 52 56 60 66 72 56 60 66 72 78 84 56 60 66 72 78 84 56 60 66 72 78 84 56 60 66 72 78 84 56 60 66 72 78 84 56 60 66 72 78 84

4 22 21 23 22 24 25 24 23 24 38 30 26 25 28 29 31 31 29 27 27 33 32 33 30 30 37 37 35 34 34 24 23 24 24 25 24 26 25 31 32 32 33 27 30 29 30 30 31 32 30 31 32 29 30 34 33 32 32 30 30 36 37 35 34 33 33

5 28 25 24 24 25 31 30 28 28 39 32 32 32 32 30 36 36 34 34 33 39 39 38 37 36 45 43 41 41 41 25 26 27 25 26 27 31 30 34 33 34 34 34 36 35 34 33 33 41 39 38 37 35 36 41 39 37 37 36 36 44 43 42 40 39 40

6 30 29 29 26 27 38 34 33 33 39 38 39 38 37 35 41 40 40 39 37 45 44 44 42 41 55 53 50 49 46 30 30 30 29 28 29 37 35 38 37 36 35 38 41 42 38 37 36 45 44 43 42 40 39 50 46 45 42 42 40 53 54 48 49 44 44

7 33 33 32 31 31 40 39 39 35 39 44 42 40 41 38 49 46 44 43 44 52 51 49 46 47 64 61 58 53 53 35 33 32 32 31 31 40 39 43 43 39 38 45 48 44 43 40 40 51 50 46 48 47 45 56 55 48 48 48 45 63 61 55 55 52 51

8 39 35 34 33 32 44 43 41 42 42 49 48 47 44 44 58 52 51 50 47 59 60 55 54 51 72 69 64 62 58 39 37 35 34 34 35 45 45 48 45 45 45 53 55 51 47 46 47 60 57 53 55 50 49 63 58 55 55 51 51 71 69 64 61 58 58

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT LOAD ON EACH POINT – KIPS 9 10 11 12 13 14 16 18 41 45 49 54 58 61 69 78 40 42 48 49 55 58 63 70 39 41 44 50 50 56 64 71 35 40 42 45 51 51 58 65 35 37 42 43 47 49 54 60 51 58 62 66 74 74 83 97 50 52 59 63 68 74 83 97 47 51 53 60 68 69 77 85 44 49 52 56 63 63 75 80 45 47 52 56 58 65 73 78 58 62 67 74 79 83 97 116 53 59 68 68 76 81 98 106 51 58 60 69 70 78 86 100 50 53 60 64 71 72 81 89 46 52 57 62 66 71 79 91 62 67 75 82 89 97 116 128 60 68 69 77 85 91 107 119 57 61 70 74 78 87 100 109 54 60 65 72 74 82 90 103 52 56 62 67 75 76 87 93 67 75 83 89 98 106 118 131 64 69 77 85 91 99 119 132 63 70 74 79 86 92 109 122 57 64 72 73 81 90 104 113 57 62 67 77 77 88 93 110 79 89 98 106 117 130 142 77 86 91 99 108 120 133 146 71 77 85 93 100 108 131 134 70 75 80 87 93 102 122 134 64 72 78 85 90 90 113 127 43 46 51 56 57 64 71 83 43 44 50 52 57 61 66 73 39 44 46 51 53 58 67 73 38 42 46 47 53 54 60 69 37 40 43 47 49 50 58 63 37 39 42 44 49 51 57 65 53 56 61 67 72 75 88 102 47 54 61 65 70 73 89 99 51 56 63 67 70 74 86 92 51 56 58 64 67 69 77 89 48 53 59 60 66 66 76 87 47 50 55 59 63 67 72 81 57 60 68 75 80 88 100 106 60 65 69 71 84 88 102 109 55 62 66 70 73 85 91 105 52 59 63 66 69 78 88 94 51 55 61 65 71 71 79 94 49 55 57 63 70 72 80 92 64 71 83 87 89 102 108 127 65 66 73 85 89 90 104 114 59 67 67 76 86 88 105 106 57 62 70 70 78 82 94 108 55 61 65 73 72 80 92 98 52 59 66 68 73 78 84 97 68 76 87 88 102 103 113 129 65 74 76 89 90 103 112 128 63 67 76 78 90 92 105 115 61 65 69 77 80 89 102 107 56 64 70 72 80 84 97 106 53 61 68 73 77 83 89 102 75 87 96 102 111 120 137 75 88 89 99 103 112 128 70 77 90 92 102 106 115 132 69 73 81 91 95 103 110 120 67 72 76 84 92 97 111 120 62 69 78 79 86 97 106 116

20 83 80 76 73 68 115 105 99 89 89 128 118 109 103 91 131 132 122 113 110 153 144 134 125 118

26 115 97 98 87 87 141 131 130 122 113 153 144 145 136 127

28 116 117 99 100 89 153 143 133 124 125

146 138 129

140 141

163 143

147 144

164 156

173

110 105 104 94 90 85

121 111 106 102 96 94

131 127 124 116 113

131 118 118

132 127 115 112

133 130 121

137 133

132 119 118 116

136 124 124

148 140 129

141 144

139 130 119 113 115

143 135 123 118

148 141 128

151 144

151

138 138 127

141 143

155

158 137 138 88 85 75 76 71 69 110 105 106 100 93 94 118 122 109 106 96 98 138 129 117 109 110 102

22 95 84 82 78 76 127 118 108 101 92 129 130 120 112 108 154 144 134 125 127 156 147 139 131

161 141 102 90 87 78 78 72 122 114 112 108 102 95 137 130 123 112 108 109

24 97 97 92 83 80 129 129 119 110 104 142 142 132 124 115 155

170 102 102 93 89 83 80 128 129 122 114 110 103

155 146 138 140

113


JOIST GIRDERS

ASD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

8N@ 9.38

10N@ 7.50

75

12N@ 6.25

14N@ 5.36

15N@ 5.00

8N@ 10.00

10N@ 8.00

80

12N@ 6.67

14N@ 5.71

16N@ 5.00

114

56 60 66 72 78 60 66 72 78 84 60 66 72 78 84 66 72 78 84 90 66 72 78 84 90 60 66 72 78 84 90 60 66 72 78 84 90 66 72 78 84 90 96 66 72 78 84 90 96 66 72 78 84 90 96

4 29 26 27 26 27 32 32 30 31 31 38 35 36 35 34 41 41 37 38 37 41 42 41 39 38 28 30 29 30 30 53 31 31 33 32 33 34 36 34 33 34 36 34 39 38 36 36 36 37 42 41 41 39 39 40

5 33 32 32 32 29 39 37 36 35 36 43 42 41 42 39 48 46 44 44 42 52 52 47 46 46 31 31 32 31 32 54 35 35 37 36 37 36 44 42 39 38 39 37 47 46 43 42 41 40 53 50 49 45 46 46

6 40 38 35 34 34 42 42 42 39 39 51 50 46 47 46 56 52 53 52 50 60 59 54 55 52 37 35 33 33 35 56 41 39 43 42 42 40 50 47 46 47 44 43 57 54 50 50 48 47 62 57 58 54 54 55

7 43 42 41 41 37 50 49 45 46 45 59 55 54 54 52 63 61 61 57 58 69 67 65 63 60 42 38 38 37 37 56 47 46 50 46 45 44 57 54 53 49 50 50 64 59 58 56 53 53 70 69 66 61 62 58

8 49 48 44 43 43 59 55 54 48 49 68 62 63 61 56 72 70 68 64 66 77 74 73 67 69 45 45 41 41 39 57 53 52 55 51 51 49 65 59 60 56 56 54 73 67 66 64 61 61 78 76 73 69 70 68

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT LOAD ON EACH POINT – KIPS 9 10 11 12 13 14 16 18 55 61 65 73 79 82 95 115 51 58 63 70 75 80 92 97 51 53 60 64 69 72 82 98 46 52 58 61 66 71 79 87 45 54 54 61 64 69 77 81 67 69 76 83 89 98 117 129 62 69 70 78 86 87 100 119 57 63 72 73 81 86 101 111 56 63 66 74 75 82 91 105 55 59 65 69 77 78 94 95 76 84 90 98 106 118 131 144 70 79 87 90 100 110 122 135 65 73 81 90 91 104 124 126 68 76 78 86 90 98 105 126 64 70 78 79 90 92 106 126 80 89 102 111 122 125 137 75 84 95 101 110 121 134 148 76 80 89 98 103 107 125 139 71 79 86 92 100 108 127 130 73 77 87 94 94 110 119 142 85 98 106 118 120 132 146 84 87 99 110 121 123 146 160 77 88 91 104 112 124 139 152 76 86 92 93 109 116 131 143 74 81 90 95 103 118 133 145 51 56 63 64 72 75 88 97 47 52 57 62 65 70 77 90 46 48 53 59 63 68 76 87 42 47 53 56 60 64 73 81 43 48 52 56 59 63 71 79 57 58 60 63 67 70 79 79 60 68 75 76 88 97 103 112 55 62 70 75 78 90 100 107 62 63 70 74 83 87 97 106 56 63 68 71 76 86 90 100 57 61 65 70 77 78 91 100 53 60 65 68 72 77 87 92 70 73 86 90 103 103 115 130 67 72 77 86 92 101 107 125 65 69 79 80 88 94 108 114 63 70 72 79 83 92 99 111 59 66 72 74 82 86 101 113 60 68 71 75 79 85 98 104 77 89 98 103 109 113 129 76 79 91 101 106 106 125 143 70 78 90 95 96 109 118 136 71 74 80 92 98 99 112 124 68 74 82 86 95 100 115 121 67 74 79 84 88 100 108 118 90 101 105 113 129 130 81 93 102 109 116 118 145 83 91 96 104 112 120 137 149 76 84 97 100 109 115 126 143 74 80 86 101 102 114 119 144 73 81 88 94 106 110 121 133

20 116 116 99 100 89 131 132 123 114 110

22 128 118 118 101 103 154 134 136 127 128

24 140 130 120 121 105

26 152 142 132 122 123

148 141 139 139

153 144 134 125

138 139 131

152 143

156

154 152 141

163 164

171

151 153 144

171 173

176

169 171 146 103 103 92 88 83 90 129 115 120 112 109 102

174 177 112 105 106 94 96 95 139 132 127 122 115 111

133 129 121 116 117

127 113 108 109 98 103

28

137 129 116 111 112 105

131 126 118 114 118

130 125 118

131 132

136

136 138 125 120

140 143 130

149 147

156

149 143 136 127

146 145

152

155 155

164

142


JOIST GIRDERS

ASD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

9N@ 10.00

10N@ 9.00

11N@ 8.18 90 12N@ 7.50

15N@ 6.00

18N@ 5.00

10N@ 10.00

12N@ 8.33

15N@ 6.67

100

16N@ 6.25

17N@ 5.88

18N@ 5.56

20N@ 5.00

72 84 90 96 102 72 84 90 96 102 72 84 90 96 102 78 84 90 96 108 78 84 90 96 108 78 84 90 96 108 78 84 96 102 108 78 84 96 102 108 78 84 96 102 108 84 96 102 108 120 84 96 102 108 120 84 96 102 108 120 84 96 102 108 120

4 40 41 54 55 55 42 42 42 43 43 43 43 45 47 48 44 45 46 46 45 47 49 50 48 51 51 51 52 53 57 45 47 55 55 56 48 48 47 48 48 53 53 52 53 53 53 53 53 54 56 55 54 55 55 56 55 55 56 57 59 58 60 59 60 68

5 42 44 55 56 57 46 45 46 46 45 47 49 48 48 49 49 49 50 48 49 54 54 52 53 57 62 61 58 58 59 49 50 56 56 57 53 52 51 52 51 56 56 56 56 56 58 57 57 58 61 61 59 59 60 62 61 60 61 60 64 66 65 65 67 73

6 46 48 56 57 57 48 49 50 48 48 51 50 51 53 57 53 52 52 52 55 66 62 60 58 59 74 73 70 68 64 52 53 56 57 58 56 55 55 55 55 67 61 61 60 59 69 63 62 62 64 70 65 66 65 67 70 65 66 68 69 77 73 71 71 90

7 49 48 56 57 58 52 51 51 53 53 59 55 53 56 58 60 56 60 58 56 75 68 69 66 64 84 80 79 78 76 55 55 57 58 59 62 63 58 58 59 75 69 68 66 65 72 71 66 67 70 77 72 73 69 71 81 72 73 73 75 94 83 80 80 101

8 55 50 57 58 59 61 58 56 56 57 65 62 59 60 61 68 65 68 63 64 82 76 78 72 72 99 89 90 87 85 58 58 62 61 61 70 68 66 62 62 86 78 72 74 73 80 75 74 76 76 88 80 79 78 78 94 84 84 82 84 103 99 89 89 108

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT LOAD ON EACH POINT – KIPS 9 10 11 12 13 14 16 18 60 64 72 81 82 92 98 117 54 60 67 75 76 84 88 102 59 62 65 72 77 85 88 99 59 64 65 69 74 80 91 98 60 62 65 69 74 75 87 95 64 72 78 85 93 99 118 130 62 69 73 81 94 97 115 117 60 66 71 79 81 89 100 107 59 66 70 74 82 87 95 108 60 65 69 76 77 84 97 105 73 78 86 99 100 119 120 143 67 74 78 87 91 100 113 126 66 72 77 85 90 93 107 128 63 71 75 81 87 95 105 113 64 70 73 82 86 94 101 116 72 79 88 102 103 111 124 149 75 79 84 91 103 105 125 137 75 79 88 89 100 106 126 128 72 76 82 90 93 103 110 129 66 76 81 85 92 97 107 115 94 99 120 121 133 145 148 86 97 103 122 124 125 149 82 90 99 106 125 127 140 153 80 93 95 108 112 129 131 154 78 87 99 101 109 115 136 139 102 120 133 145 148 159 104 113 124 137 150 151 93 106 126 129 142 153 166 95 108 113 131 133 144 158 95 103 113 120 127 139 151 172 62 68 75 79 91 92 106 115 61 69 72 77 81 93 102 109 64 68 74 84 86 87 102 116 64 66 73 77 86 89 100 106 64 67 70 76 80 87 92 106 74 86 92 97 105 112 124 72 84 88 98 99 107 126 133 67 75 81 91 93 102 111 116 69 73 79 90 94 95 113 118 70 72 76 85 92 97 106 117 91 104 106 115 125 133 88 94 107 113 118 128 82 93 99 105 114 118 133 83 85 97 102 116 117 125 144 77 87 99 103 104 118 123 140 92 106 107 117 127 133 85 98 100 115 115 124 140 84 97 102 111 117 118 136 154 82 87 100 104 117 118 129 148 83 86 93 104 109 116 128 140 94 107 114 127 133 145 93 99 113 115 121 135 151 87 98 102 118 118 127 144 87 91 105 107 119 120 140 160 87 93 100 110 112 125 133 149 102 109 118 134 144 97 100 114 120 124 140 89 102 112 118 125 137 154 91 104 106 119 121 130 148 88 98 108 113 122 129 142 163 109 118 134 146 108 115 123 125 144 153 103 114 121 129 147 147 106 110 123 126 134 149 164 113 123 133 152 155 166 182 200

20 119 121 105 107 105 142 137 126 113 115

22 141 124 125 110 112 155 148 129 129 124

24 143 135 128 128 130

26

28

148 138 131 133

149 142 134

141 133 131

153 137

155

138 129 132 124

150 142 134 138

148 150

163

149 151 132 135

152 153 137

156 160

168

173 168

172

131 118 125 121 107

140 133 126 127 127

131 133 123

141 139

143 133 130

149

149

161

168

115


JOIST GIRDERS

ASD GIRDER

JOIST

GIRDER

SPAN

SPACES

DEPTH

(ft.)

(ft.)

(in.)

10N@ 11.00

12N@ 9.17

14N@ 7.86 110 16N@ 6.88

18N@ 6.11

20N@ 5.50

10N@ 12.00

12N@ 10.00

15N@ 8.00

120

16N@ 7.50

18N@ 6.67

20N@ 6.00

24N@ 5.00

116

84 96 108 114 120 84 96 108 114 120 84 96 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120 96 102 108 114 120

4 54 62 63 63 64 58 57 58 59 59 60 60 60 61 60 62 63 64 65 66 64 66 66 67 68 68 69 69 69 66 63 64 78 78 79 68 68 69 70 70 69 70 70 70 72 70 70 70 70 70 71 72 72 72 73 76 75 75 77 77 83 81 83 86 86

5 58 62 63 64 64 62 62 64 65 62 66 65 64 65 66 68 67 68 70 69 71 70 71 73 74 77 75 77 77 72 66 67 79 79 81 69 69 70 70 71 74 73 73 73 74 76 74 74 73 75 77 78 79 76 77 82 83 81 82 84 90 88 91 96 97

6 61 63 64 67 66 66 66 68 66 67 71 69 69 69 69 72 74 73 74 75 77 80 77 79 79 82 81 83 86 77 69 69 82 82 83 71 72 72 71 72 77 78 80 78 78 80 78 80 81 79 85 83 84 85 84 89 87 88 87 90 96 99 96 109 107

7 65 65 67 68 69 70 70 72 71 72 76 74 72 74 74 79 80 81 80 81 87 89 83 85 88 99 94 94 91 83 72 71 83 83 84 77 78 75 75 76 82 84 85 83 84 85 86 85 86 85 89 87 88 90 89 94 92 94 93 96 111 108 103 121 117

8 69 69 69 72 72 74 74 75 75 74 84 83 78 79 80 89 89 83 86 88 99 101 94 97 91 106 109 106 101 93 76 75 83 83 84 82 80 81 82 80 90 88 90 88 89 90 92 90 91 90 95 97 94 96 95 110 105 101 103 102 121 118 119 141 143

JOIST GIRDER WEIGHT – POUNDS PER LINEAR FOOT LOAD ON EACH POINT – KIPS 9 10 11 12 13 14 16 18 73 82 83 94 99 100 120 143 72 81 82 91 97 98 107 125 72 75 82 86 91 95 105 113 73 76 79 86 88 96 108 115 74 76 81 83 88 90 100 111 84 88 101 109 120 122 144 79 88 92 101 107 125 127 151 79 84 90 95 106 111 132 136 79 84 89 102 106 107 126 134 79 82 91 96 107 109 126 135 97 102 122 123 134 147 95 100 105 124 125 136 150 87 99 103 108 120 128 142 155 84 93 103 105 111 124 133 157 82 90 96 106 109 126 135 158 104 106 125 126 147 149 103 108 125 127 128 152 156 95 104 110 127 130 142 158 95 105 111 114 132 135 161 162 97 99 109 117 135 138 152 165 106 125 127 148 151 109 127 128 139 152 153 106 111 129 131 144 157 107 113 132 134 137 159 163 101 110 118 136 139 152 166 125 139 152 154 129 130 142 154 155 114 132 133 145 157 169 115 134 135 147 160 161 106 113 126 128 137 154 167 78 82 86 89 89 94 108 115 79 83 83 86 91 92 110 117 83 86 91 95 94 100 108 126 84 86 91 90 95 95 109 127 85 86 88 92 92 97 102 113 86 90 99 100 113 125 130 85 88 96 101 102 116 130 86 90 91 99 103 105 128 134 86 87 92 95 100 130 121 135 84 88 92 93 102 107 123 133 96 109 115 125 129 134 93 103 113 118 129 132 95 101 106 115 119 133 93 98 107 117 121 122 137 94 99 100 110 118 124 140 100 109 114 128 134 97 110 112 120 131 137 95 100 114 120 124 133 96 101 107 117 122 135 145 94 99 103 118 119 126 147 109 116 129 136 111 113 121 138 138 101 115 121 156 157 102 116 117 123 136 143 99 105 118 125 129 140 116 130 136 114 123 140 150 115 121 135 142 152 113 119 128 138 146 107 121 124 133 148 150 136 140 151 129 147 157 143 152 160 146 152 163 165

20 144

22

24

131 133 128

133 136 137

140

158 156 158

158 161

160

129 131 128 133

138

137

26

28


REFERENCED SPECIFICATIONS, CODES AND STANDARDS The following documents are referenced in the Open Web Steel Joists, K-Series, Longspan and Deep Longspan Steel Joists, LH-and DLH-Series and Joist Girder Specifications: American Institute of Steel Construction, Inc. (AISC) (2005), Specification for Structural Steel Buildings, Chicago, IL. American Iron and Steel Institute (AISI) (2001), North American Specification for Design of Cold-Formed Steel Structural , Washington, D.C. American Society of Civil Engineers (ASCE) (2002), Minimum Design Loads for Buildings and Other Structures, ASCE 7-02, Reston, VA. American Society of Testing and Materials (2004), ASTM A6/A6M-04b, Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling, West Conshohocken, PA. American Society of Testing and Materials (2004), ASTM A36/A36M-04, Standard Specification for Carbon Structural Steel, West Conshohocken, PA. American Society of Testing and Materials (2004), ASTM A242/242M-04, Standard Specification for HighStrength Low-Alloy Structural Steel, West Conshohocken, PA. American Society of Testing and Materials (2004), A307-04, Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength, West Conshohocken, PA. American Society of Testing and Materials (2003), ASTM A370-03a, Standard Test Methods and Definitions for Mechanical Testing of Steel Products, West Conshohocken, PA. American Society of Testing and Materials (2004), ASTM A529/A529M-04, Standard Specification for HighStrength Carbon-Manganese Steel of Structural Quality, West Conshohocken, PA. American Society of Testing and Materials (2004), ASTM A572/A572M-04, Standard Specification for HighStrength Low-Alloy Columbium-Vanadium Structural Steel, West Conshohocken, PA. American Society of Testing and Materials (2004), ASTM A588/A588M-04, Standard Specification for HighStrength Low-Alloy Structural Steel with 50 ksi [345 MPa] Minimum Yield Point to 4-in. [100-mm] Thick, West Conshohocken, PA. American Society of Testing and Materials (2004), ASTM A606-04, Standard Specification for Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric Corrosion Resistance, West Conshohocken, PA. American Society of Testing and Materials (2004), ASTM A1008/A1008M-04b, Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability, West Conshohocken, PA. American Society of Testing and Materials (2004), ASTM A1011/A1011M-04a, Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability, West Conshohocken, PA. American Welding Society, AWS A5.1-2004, Specification for Carbon Steel Electrodes for Shielded Metal Arc Welding, Miami, FL. American Welding Society, AWS A5.5-96, Specification for Low Alloy Steel Electrodes for Shielded Metal Arc Welding, Miami, FL. American Welding Society, AWS A5.17-97, Specification for Carbon Steel Electrodes and Fluxes for Submerged Arc Welding, Miami, FL. American Welding Society, AWS A5.18-2001, Specification for Carbon Steel Electrodes and Rods for Gas Shielded Arc Welding, Miami, FL. American Welding Society, AWS A5.20-95, Specification for Carbon Steel Electrodes for Flux Cored Arc Welding, Miami, FL. American Welding Society, AWS A5.23-97, Specification for Low Alloy Steel Electrodes and Fluxes for Submerged Arc Welding, Miami, FL.

117


REFERENCED SPECIFICATIONS, CODES AND STANDARDS American Welding Society, AWS A5.28-96, Specification for Low Alloy Steel Filler Metals for Gas Shielded Arc Welding, Miami, FL. American Welding Society, AWS A5.29-98, Specification for Low Alloy Steel Electrodes for Flux Cored Arc Welding, Miami, FL. Federal , Department of Labor, Occupational Safety and Health istration (2001), 29 CFR Part 1926 Safety Standards for Steel Erection; Final Rule, §1926.757 Open Web Steel Joists - January 18, 2001, Washington, D.C. Fire Resistance Directory – Volume 1 (2004), Underwriters Laboratories Inc., Chicago, IL. Steel Joist Institute (SJI) (2006), Technical Digest #3, Structural Design of Steel Joist Roofs to Resist Ponding Loads, Myrtle Beach, SC. Steel Joist Institute (SJI) (1988), Technical Digest #5, Vibration of Steel Joist-Concrete Slab Floors, Myrtle Beach, SC. Steel Joist Institute (SJI) (2006), Technical Digest #6, Structural Design of Steel Joist Roofs to Resist Uplift Loads, Myrtle Beach, SC. Steel Joist Institute (SJI) (1983), Technical Digest #8, Welding of Open Web Steel Joists, Myrtle Beach, SC. Steel Joist Institute (SJI) (2006), Technical Digest #9, Handling and Erection of Steel Joists and Joist Girders, Myrtle Beach, SC. Steel Joist Institute (SJI) (2003), Technical Digest #10, Design of Fire Resistive Assemblies with Steel Joists, Myrtle Beach, SC. Steel Joist Institute (SJI) (1999), Technical Digest #11, Design of Joist-Girder Frames, Myrtle Beach, SC. 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.

118


CODE OF STANDARD PRACTICE Adopted by the Steel Joist Institute April 7, 1931 Revised to May 1, 2000 - Effective May 03, 2005

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 Material. Steel joists, Joist Girders, and accessories as provided by the seller. Seller. A company certified by the Steel Joist Institute engaged in the manufacture and distribution of steel joists, Joist Girders, and accessories. Buyer. The entity that has agreed to purchase Material from the manufacturer and has also agreed to the of sale. Owner. The entity that is identified as such in the Contract Documents. Erector. The entity that is responsible for the safe and proper erection of the Materials in accordance with all applicable codes and regulations. 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. 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 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.

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.

1.5 RESPONSIBILITY FOR DESIGN AND ERECTION When Material requirements are specified, the Seller shall assume no responsibility other than to furnish the items listed in Section 5.2 (a). When Material requirements are not specified, the Seller shall furnish the items listed in Section 5.2 (a) in accordance with 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.

1.6 PERFORMANCE TEST FOR K-SERIES STEEL JOIST CONSTRUCTION When performance tests on a structure are required, joists in the test shall have bridging and top deck applied as used. In addition to the full dead load, the test shall sustain for one hour a test load of 1.65 times the nominal live load. After this test load has been removed for a minimum of 30 minutes, the remaining deflection shall not exceed 20% of the deflection caused by the test load. The weight of the test itself shall constitute the dead load of the construction and shall include the weight of the joists, bridging, top deck, slab, ceiling materials, etc. The nominal live load shall be the live load specified and in no case shall it be more than the published joist capacity less the dead load. The cost of such tests shall be borne by the purchaser.

SECTION 2.

JOISTS 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 minimum standard end bearing depth of 2 1/2 inches (64 mm). LH- and DLH-Series joists are furnished either underslung or square ended, with top chords either parallel, pitched one way or pitched two ways. Underslung types are furnished with standard end bearing depth of 5 inches (127 mm) for

119


CODE OF STANDARD PRACTICE LH-Series. DLH-Series are furnished with standard end bearing depths of 5 inches (127 mm) for section numbers thru 17 and 7 1/2 inches (191 mm) for section numbers 18 and 19. The standard pitch is 1/8 inch in 12 inches (1:96). The nominal depth of a pitched Longspan Joist is taken at the center of the span. Joist Girders are furnished either underslung or square ended with top chords either parallel, pitched one way or pitched two ways. Underslung types are furnished with a standard end bearing depth of 7 1/2 inches (191 mm). The standard pitch is 1/8 inch in 12 inches (1:96). The nominal depth of a pitched Joist Girder is taken at the center of the span.

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 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.

2.3 SLOPED END BEARINGS

Because LH- and DLH-Series joists may have exceptionally high end reactions, it is recommended that the ing structure be designed to provide a nominal minimum unit bearing pressure of 750 pounds per square inch (5171 kilo Pascal).

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 will not be beveled for slopes of 1/4 inch or less in 12 inches (1:48).

2.2 JOIST LOCATION AND SPACING

2.4 EXTENDED ENDS

The maximum joist spacing shall be in accordance with the requirements of the Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption.

Steel joist extended ends shall be in accordance with Manufacturer’s Standard and shall meet the requirements of — Appendix B.

Where sidewalls, wall beams or tie beams are capable of ing the floor slab or roof deck, the first adjacent joists may be placed one full space from these . 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.

2.5 CEILING EXTENSIONS Ceiling extensions shall be furnished to ceilings which are to be attached to the bottom of the joists. They are not furnished for the 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 the ceiling.

Open Web Steel Joists, K-Series, should be placed no closer than 6 inches (152 mm) to ing walls or .

TABLE 2.6-1a K-SERIES JOISTS MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGING **BRIDGING MATERIAL SIZE SECTION NUMBER*

Round Rod

Equal Leg Angles

1/2" round (13 mm) r = 0.13" (3.30 mm)

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 (25 mm x 3 mm) (32 mm x 3 mm) (38 mm x 3 mm) (45 mm x 3 mm) (52 mm x 3 mm) (64 mm x 4 mm) 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)

1–9

3'- 3" (991 mm)

5'- 0" (1524 mm)

6'- 3" (1905 mm)

7'- 6" (2286 mm)

8'- 7" (2616 mm)

10'- 0" (3048 mm)

12'- 6" (3810 mm)

10

3'- 0" (914 mm)

4'- 8" (1422 mm)

6'- 3" (1905 mm)

7'- 6" (2286 mm)

8'- 7" (2616 mm)

10'- 0" (3048 mm)

12'- 6" (3810 mm)

11–12

2'- 7" (787 mm)

4'- 0" (1219 mm)

5'- 8" (1727 mm)

7'- 6" (2286 mm)

8'- 7" (2616 mm)

10'- 0" (3048 mm)

12'- 6" (3810 mm)

* Refer to last digit(s) of Joist Designation * * Connection to Joist must resist a nominal unfactored 700 pound force (3114 N)

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CODE OF STANDARD PRACTICE TABLE 2.6-1b LH-SERIES JOISTS MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGING SPANS OVER 60 ft. (18.3 m) REQUIRE BOLTED DIAGONAL BRIDGING **BRIDGING ANGLE SIZE – (EQUAL LEG ANGLE) SECTION 1 x 7/64 NUMBER* (25 mm x 3 mm) r = 0.20" (5.08 mm)

1-1/4 x 7/64 (32 mm x 3 mm) r = 0.25" (6.35 mm)

1-1/2 x 7/64 (38 mm x 3 mm) r = 0.30" (7.62 mm)

1-3/4 x 7/64 (45 mm x 3 mm) r = 0.35" (8.89 mm)

2 x 1/8 (52 mm x 3 mm) r = 0.40" (10.16 mm)

2-1/2 x 5/32 (64 mm x 4 mm) r = 0.50" (12.70 mm)

02, 03, 04

4' – 7" (1397 mm)

6' – 3" (1905 mm)

7' – 6" (2286 mm)

8' – 9" (2667 mm)

10' – 0" (3048 mm)

12' – 4" (3759 mm)

05 – 06

4' – 1" (1245 mm)

5' – 9" (1753 mm)

7' – 6" (2286 mm)

8' – 9" (2667 mm)

10' – 0" (3048 mm)

12' – 4" (3759 mm)

07 – 08

3' – 9" (1143 mm)

5' – 1" (1549 mm)

6' – 8" (2032 mm)

8' – 6" (2590 mm)

10' – 0" (3048 mm)

12' – 4" (3759 mm)

09 – 10

4' – 6" (1372 mm)

6' – 0" (1829 mm)

7' – 8" (2337 mm)

10' – 0" (3048 mm)

12' – 4" (3759 mm)

11 – 12

4' – 1" (1245 mm)

5' – 5" (1651 mm)

6' – 10" (2083 mm)

8' – 11" (2718 mm)

12' – 4" (3759 mm)

13 – 14

3' – 9" (1143 mm)

4' – 11" (1499 mm)

6' – 3" (1905 mm)

8' – 2" (2489 mm)

12' – 4" (3759 mm)

15 – 16

4' – 3" (1295 mm)

5' – 5" (1651 mm)

7' – 1" (2159 mm)

11' – 0" (3353 mm)

17

4' – 0" (1219 mm)

5' – 1" (1549 mm)

6' – 8" (2032 mm)

10' – 5" (3175 mm)

* Refer to last two digits of Joist Designation ** Connection to Joist must resist force listed in Table 104.5-1

2.6 BRIDGING AND BRIDGING ANCHORS (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.

Refer to Appendix E for OSHA steel joist erection stability requirements. Horizontal bridging shall consist of continuous horizontal steel . The l/r ratio for horizontal bridging shall not exceed 300. The material sizes shown in Tables 2.6-1a and 2.6-1b meet the criteria.

(b) For K- and LH-Series Joists horizontal bridging is recommended for spans up to and including 60 feet (18.3 m) except where the Steel Joist Institute Standard Specifications Load Tables & Weight Tables require bolted diagonal bridging for erection stability.

(c) Diagonal cross bridging consisting of angles or other shapes connected to the top and bottom chords, of K-, LH- and DLH-Series Joists shall be used when required by the applicable Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption.

LH- and DLH-Series Joists exceeding 60 feet (18.3 m) in length shall have bolted diagonal bridging for all rows.

Diagonal bridging, when used, shall have an l/r ratio not exceeding 200.

Refer to Section 6 in the K-Series Specifications and Section 105 in the LH- and DLH-Series Specifications for erection stability requirements.

When the bridging are connected at their point of intersection, the material sizes listed in Table 2.6-2 will meet the above specification.

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CODE OF STANDARD PRACTICE 1. The bridging shall be indicated on the joist placement plan.

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.

2. The joist placement plan shall be the exclusive indicator for the proper placement of this bridging.

5. Bridging attachments shall not protrude above the top chord of the steel joists.

(d) When bolted diagonal erection bridging is required, the following shall apply:

3. Shop installed bridging clips, or functional equivalents, shall be provided where the bridging bolts to the steel joist.

TABLE 2.6-2 K, LH AND DLH SERIES JOISTS MAXIMUM JOIST SPACING FOR DIAGONAL BRIDGING **BRIDGING ANGLE SIZE – (EQUAL LEG ANGLE) JOIST DEPTH

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 (25 mm x 3 mm) (32 mm x 3 mm) (38 mm x 3 mm) (45 mm x 3 mm) (50 mm x 3 mm) r = 0.20" (5.08 mm) r = 0.25" (6.35 mm) r = 0.30" (7.62 mm) r = 0.35" (8.89 mm) r = 0.40" (10.16 mm)

12"

(305 mm)

6' – 6" (1981 mm)

8' – 3" (2514 mm)

9' – 11" (3022 mm)

11' – 7" (3530 mm)

14"

(356 mm)

6' – 6" (1981 mm)

8' – 3" (2514 mm)

9' – 11" (3022 mm)

11' – 7" (3530 mm)

16"

(406 mm)

6' – 6" (1981 mm)

8' – 2" (2489 mm)

9' – 10" (2997 mm)

11' – 6" (3505 mm)

18"

(457 mm)

6' – 6" (1981 mm)

8' – 2" (2489 mm)

9' – 10" (2997 mm)

11' – 6" (3505 mm)

20"

(508 mm)

6' – 5" (1955 mm)

8' – 2" (2489 mm)

9' – 10" (2997 mm)

11' – 6" (3505 mm)

22"

(559 mm)

6' – 4" (1930 mm)

8' – 1" (2463 mm)

9' – 10" (2997 mm)

11' – 6" (3505 mm)

24"

(610 mm)

6' – 4" (1930 mm)

8' – 1" (2463 mm)

9' – 9"

(2971 mm)

11' – 5" (3479 mm)

26"

(660 mm)

6' – 3" (1905 mm)

8' – 0" (2438 mm)

9' – 9"

(2971 mm)

11' – 5" (3479 mm)

28"

(711 mm)

6' – 2" (1879 mm)

8' – 0" (2438 mm)

9' – 8"

(2946 mm)

11' – 5" (3479 mm)

30"

(762 mm)

6' – 2" (1879 mm)

7' – 11" (2413 mm)

9' – 8"

(2946 mm)

11' – 4" (3454 mm)

32"

(813 mm)

6' – 1" (1854 mm)

7' – 10" (2387 mm)

9' – 7"

(2921 mm)

11' – 4" (3454 mm) 13' – 0"

36"

(914 mm)

7' – 9" (2362 mm)

9' – 6"

(2895 mm)

11' – 3" (3429 mm) 12' – 11" (3973 mm)

40" (1016 mm)

7' – 7" (2311 mm)

9' – 5"

(2870 mm)

11' – 2" (3403 mm) 12' – 10" (3911 mm)

44" (1118 mm)

7' – 5" (2260 mm)

9' – 3"

(2819 mm)

11' – 0" (3352 mm) 12' – 9"

(3886 mm)

48" (1219 mm)

7' – 3" (2209 mm)

9' – 2"

(2794 mm)

10' – 11" (3327 mm) 12' – 8"

(3860 mm)

52" (1321 mm)

9' – 0"

(2743 mm)

10' – 9" (3276 mm) 12' – 7"

(3835 mm)

56" (1422 mm)

8' – 10" (2692 mm)

10' – 8" (3251 mm) 12' – 5"

(3784 mm)

60" (1524 mm)

8' – 7"

(2616 mm)

10' – 6" (3200 mm) 12' – 4"

(3759 mm)

64" (1626 mm)

8' – 5"

(2565 mm)

10' – 4" (3149 mm) 12' – 2"

(3708 mm)

68" (1727 mm)

8' – 2"

(2489 mm)

10' – 2" (3098 mm) 12' – 0"

(3657 mm)

72" (1829 mm)

8' – 0"

(2438 mm)

10' – 0" (3048 mm) 11' – 10" (3606 mm)

MINIMUM A307 BOLT REQUIRED FOR CONNECTION SERIES *SECTION NUMBER BOLT DIAMETER K LH, DLH LH, DLH DLH

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ALL 3/8” 2 - 12 3/8” 13 - 17 1/2” 18 and 19 5/8” *Refer to last digit(s) of Joist Designation

(10 mm) (10 mm) (13 mm) (16 mm)

(3962 mm)


CODE OF STANDARD PRACTICE 2.7 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.

2.8 BOTTOM CHORD LATERAL BRACING FOR JOIST GIRDERS Bottom chord lateral bracing may 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 will protect the steel for only a short period of exposure in ordinary atmospheric conditions. Since most steel joists and Joist Girders are painted using a standard dip coating, the coating may not be uniform and may include drips, runs, and sags. Compatibility of any coating including fire protective coatings applied over a standard shop paint shall be the responsibility of the specifier and/or painting contractor. The shop applied paint may require field touch-up/repair as a result of, but not limited to, the following: 1. Abrasions from: Bundling, banding, loading and unloading, chains, dunnage during shipping, cables and chains during erection, bridging, installation, and other handling at the jobsite. NOTE: Rusting should be expected at any abrasion. 2. Dirt. 3. Diesel smoke. 4. Road salt. 5. Weather conditions during storage. The joist manufacturer shall not be responsible for the condition of the paint if it is not properly protected after delivery.

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 ing 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.

5.2 SCOPE OF ESTIMATE (a) Unless otherwise specified, the following items shall be included in the estimate, and requirements shall be determined as outlined in Section 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 ed by and carrying Open Web Steel Joists, K-Series. One shop coat of paint, when specified, shall be in accordance with Section 3.2. (b) The following items shall not be included in the estimate but may be quoted and identified by the joist manufacturer as separate items: Headers for Longspan Steel Joists, LH-Series.

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CODE OF STANDARD PRACTICE 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.

The specifying professional shall give due consideration to the following loads and load effects: 1. Ponded rain water.

Wood nailers.

2. Accumulation of snow in the vicinity of obstructions such as penthouses, signs, parapets, adjacent buildings, etc.

Moment plates.

3. Wind.

Special joist configuration or bridging layouts for ductwork or sprinkler systems.

4. Type and magnitude of end moments and/or axial forces at the joist and Joist Girder end s shall be shown on the structural drawings. For moment resisting joists or Joist Girders framing near the end of a column, due consideration shall be given to extend the column length to allow a plate type connection between the top of the joist or Joist Girder top chord and the column.

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 s, as well as floor and roof openings and partitions correctly dimensioned. The live loads to be used, the wind uplift if any, the weights of partitions and the location and amount of any special loads, such as monorails, fans, blowers, tanks, etc., shall be indicated. The elevation of finished floors, roofs, and bearings shall be shown with due consideration taken for the effects of dead load deflections. (a) Loads The Steel Joist Institute does not presume to establish the loading requirements for which structures are designed. 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 of “pounds per linear foot” (kiloNewtons per Meter) of joist. The Steel Joist Institute Joist Girder Weight Tables are based on uniformly spaced point loading conditions and are valid for use in selecting Joist Girder sizes for gravity conditions that can be expressed in kips (kiloNewtons) per point on the Joist Girder. 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

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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 ed 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.

Avoid resolving 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 ing 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 may require consideration by the joist manufacturer. The specifying professional shall use one of the following options that allows the: - Estimator to price the joists. - Joist manufacturer to design the joists properly. - Owner to obtain the most economical joists. Option 1: Select a Standard Steel Joist Institute joist for the uniform design loading and provide the load and location of any additional loads on the structural plan with a note “Joist manufacturer shall design joists for additional loads as shown”. This option works well for a few added loads per joist with known locations.


CODE OF STANDARD PRACTICE Option 2: Select a KCS joist using moment and end reaction. This option works well for concentrated loads for which exact locations are not known or for multiple loading. See examples and limitations on the pages accompanying the KCS Joist Load Tables.

LRFD EXAMPLE: U.S. CUSTOMARY UNITS AND (METRIC UNITS)

600 lbs (2.67 kN) 360 lbs (1.60 kN) (1.2 x 500 lbs) (1.2 x 300 lbs)

8'-0" (2.44 m)

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).

6'-0" (1.83 m)

256 lb/ft (3.74 kN/m) (1.6 x 160 plf)

SNOW LOAD – 288 lb/ft (4.21 kN/m) (1.6 x 180 plf)

Option 3: Specify a SPECIAL joist with load diagrams. This option is preferred when the joist includes loading that cannot clearly be denoted on the structural drawings.

DEAD LOAD – 72 lb/ft (1.06 kN/m) (1.2 x 60 plf)

18" (457 mm)

a) Provide a load diagram to clearly define ALL loads b) Place the designation ( i.e. 18K SP or 18LH SP ) under the load diagram with the following note: “Joist manufacturer to design joist to loads as shown above”. CAUTION: The specifying professional shall compare the equivalent uniform loads derived from the maximum moment and shear to the uniform loads tabulated in the K-Series Load Table. An equivalent unfactored uniform load in excess of 550 plf (8020 N/m) or a maximum unfactored end reaction exceeding 9200 lbs (40.9 kN) indicates that the specifying professional shall consider using additional joists to reduce the loading or use an LH-Series Joist and make provisions for 5 inch (127 mm) deep bearing seats. SPECIAL LOADING : Please note the load combinations shown are for referenced examples only and it is not to be presumed that the joist designer is responsible for the applicable building code load combinations. If the loading criteria are too complex to adequately communicate in a simple load diagram, then the specifying professional shall provide a load schedule showing the specified design loads, load categories, and required load combinations with applicable load factors. ASD EXAMPLE: U.S. CUSTOMARY UNITS AND (METRIC UNITS)

3'-0" (0.91 m)

RL

30'-0" (9.14 m)

960 lbs (4.27 kN) (1.2 x 800 lbs)

7'-0" (2.13 m) RR

18K SP Joist manufacturer to design joist to factored loads as shown.

Factored Load diagram per ASCE 7 2.3.2(3) 1.2D + 1.6S (b) Connections Minimum End Anchorage for simple span gravity loading shall be in accordance with Steel Joist Institute Standard Specifications Load Tables & Weight Tables Section 5.6 for K-Series, Section 104.4 for LH- and DLH-Series, and Section 1004.6 for Joist Girders. The specifying professional is responsible for the design of the joist and Joist Girder connection when it is subject to any loads other than simple span gravity loading including uplift and lateral loads. The specifying professional is also responsible for bridging termination connections. The contract documents must clearly illustrate these connections. (c) Special Considerations The specifying professional shall indicate on the construction documents special considerations including: a) 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). b) Oversized or other non-standard web openings

500 lbs (2.22 kN)

8'-0" (2.44 m)

6'-0" (1.83 m)

160 lb/ft (2.34 kN/m)

c) Extended ends

300 lbs (1.33 kN)

d) Deflection criteria for live and total loads for non-SJI standard joists

3'-0" (0.91 m)

e) Non-SJI standard bridging

6.2 PLANS FURNISHED BY SELLER

SNOW LOAD –180 lb/ft (2.63 kN/m) DEAD LOAD –60 lb/ft (0.88 kN/m)

18" (457 mm)

RL

30'-0" (9.14 m)

800 lbs (3.56 kN)

7'-0" (2.13 m)

RR

18K SP Joist manufacturer to design joist to loads as shown above.

Load diagram per ASCE 7 2.4.1(3)

D+S

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.

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CODE OF STANDARD PRACTICE 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) Joists s b) Joist Girder s c) Field splices d) Bridging attachments 4. Deflection criteria for live load and total loads for nonSJI standard joists. 5. Size, location, and connections for all bridging 6. Joists 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 manufacturer’s ed design professional.

6.3 DISCREPANCIES The specifying professional’s bid plans and specifications will 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.

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 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.

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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 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 ed 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 manufacturer’s ed 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 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 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 must 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 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. A bridging terminus point shall be established before joist bridging is installed. Steel joist and Joist Girders shall not be used as anchorage points for a fall arrest system unless written directions to do so is obtained from a “qualified person”(1).


CODE OF STANDARD PRACTICE 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 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. 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 Appendix E for OSHA definition of a qualified person.

SECTION 8.

BUSINESS RELATIONS 8.1 PRESENTATION OF PROPOSALS All proposals for furnishing Material shall be made on a Sales Contract Form. After acceptance by the Buyer, these proposals must be approved or executed by a qualified official of the Seller. Upon such approval the proposal becomes a contract.

8.2 ACCEPTANCE OF PROPOSALS All proposals are intended for prompt acceptance and are subject to change without notice.

8.3 BILLING Contracts on a lump sum basis are to be billed proportionately as shipments are made.

8.4 PAYMENT Payments shall be made in full on each invoice without retention.

8.5 ARBITRATION All business controversies which cannot be settled by direct negotiations between Buyer and Seller shall be submitted to arbitration. Both parties shall sign a submission to arbitration and if possible agree upon an arbitrator. If they are unable to agree, each shall appoint an arbitrator and these two shall appoint a third arbitrator. The expenses of the arbitration shall be divided equally between the parties, unless otherwise provided for in the agreements to submit to arbitration. The arbitrators shall final judgment upon all questions, both of law and fact, and their findings shall be conclusive.

127


GLOSSARY NOTES: in Bold and their definitions come from the AISC AND AISI STANDARD Standard Definitions for Use in the Design of Steel Structures, 2004 Edition, First Printing April 2005. * These 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. 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). Allowable Strength*. Nominal strength divided by the safety factor, Rn /Ω Ω. Applicable Building Code. Building code under which the structure is designed. Available Strength*. Design strength or allowable strength as appropriate. 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 . Bearing Plate. The steel plate used for a joist or Joist Girder to bear on when it is ed by masonry or concrete s. The plate is designed by the Specifying Professional to carry the joist reaction to the ing structure.

Buyer. The entity that has agreed to purchase material from the manufacturer and has also agreed to the of sale. 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 point towards the end of the joist. Chords. The top and bottom of a joist or Joist Girder. When a chord is comprised of two angles there is usually a gap between the . Clear Span. The actual clear distance or opening between s 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 hotrolled 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 ts used to transmit forces between two or more . 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 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. Design Strength*. Resistance factor multiplied by the nominal strength, φRn.

Bottom Chord Extension (BCX). The two angle extended part of a joist bottom chord from the first bottom chord point towards the end of the joist.

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 are almost always connected at their point of intersection.

Bridging. In general, a member connected to a joist to brace it from lateral movement. See also Diagonal Bridging and Horizontal Bridging

Diaphragm. Roof, floor or other membrane or bracing system that transfers in-plane forces to the lateral force resisting system.

Buckling. Limit state of sudden change in the geometry of a structure or any of its elements under a critical loading condition.

Effective Length. Length of an otherwise identical column with the same strength when analyzed with pin-ended boundary conditions.

Buckling Strength. Nominal strength for buckling or instability limit states.

Elastic Analysis. Structural analysis based on the assumption that the structure returns to its original geometry on removal of the load.

128


GLOSSARY 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 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. 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 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 crosssectional 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 s wall s 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 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. t. 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 s 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: KSeries including KCS, LH-Series and DLH-Series. Joist Girder. A primary structural load-carrying member with an open web system designed as a simple span ing equally spaced concentrated loads of a floor or roof system acting at the points of the member and utilizing hotrolled or cold-formed steel.

Joist Substitute. A structural member who’s 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. 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 s 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). Material. Joists, Joist Girders and accessories as provided by the Seller. 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. Owner. The entity that is identified as such in the Contract Documents.

129


GLOSSARY 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 s 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. 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, φ. Factor that s for unavoidable deviations of the nominal strength from the actual strength and for the manner and consequences of failure. Safety Factor, Ω. Factor that s for deviations of the actual strength from the nominal 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.

130

Span. The centerline-to-centerline distance between structural steel s 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 ed 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” encom by reference the following: ANSI/SJI-K-1.1 Standard Specifications for Open Web Steel Joists, K-Series; ANSI/SJI-LH/DLH-1.1 Standard Specifications for Longspan Steel Joists, LH-Series and Deep Longspan Steel Joists, DLH-Series; and ANSI/SJI-JG-1.1 Standard Specifications for Joist Girders. 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 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. Tie Joist. A joist that is bolted at a column.


GLOSSARY 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 . Variable Load. Load not classified as permanent load. Webs. The vertical or diagonal ed 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.

131


APPENDIX A APPENDIX A – JOIST SUBSTITUTES K-SERIES 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.

stitutes exhibit some degree of instability. After erection and before loads of any description are placed on the joist substitutes, the ends must be attached to the s per SJI K-Series specifications and the deck installed and attached to the top flange.

Joist substitutes are fabricated from material conforming to Steel Joist Institute Specifications. Full lateral to the compressive flange is provided by attachments to the deck. Caution must be exercised during erection since joist sub-

Tables below list uniform loads based on LRFD and ASD methods of design and listed in U.S. Customary and Metric units:

LRFD

LRFD

2.5 Inch K-Series Joist Substitutes Based on a Maximum Yield Strength of 50 ksi 2.5K3 2.5K2 2.5K1 Designation Span (ft-in) Pounds per Linear Foot

64 mm K-Series Joist Substitute Based on a Maximum Yield Strength of 345 MPa 2.5K3 2.5K2 2.5K1 Designation KiloNewtons per Meter (kN/m) Span (mm)

4'-0"

825

825

825

1219

12.03

12.03

12.03

5'-0"

825 338 561 189 405 116 306 76

825 465 778.5 260 562.5 160 426 105

825

1524 1828

12.03 6.78 11.36 3.79 8.21 2.33 6.21 1.53

12.03

825 354 810 218 612 143

12.03 4.93 8.18 2.75 5.91 1.69 4.46 1.10

6'-0" 7'-0" 8'-0"

2133 2438

ASD

ASD

2.5 Inch K-Series Joist Substitutes Based on a Maximum Yield Strength of 50 ksi 2.5K1 2.5K2 Designation 2.5K3 Span (ft-in) Pounds per Linear Foot

64 mm K-Series Joist Substitutes Based on a Maximum Yield Strength of 345 MPa 2.5K1 2.5K2 Designation 2.5K3 Span (mm) KiloNewtons per Meter (kN/m)

4'-0"

550

550

550

1219

8.02

8.02

8.02

5'-0"

550 338 374 189 270 116 204 76

550 465 519 260 375 160 284 105

550

1524 1828

8.02 6.78 7.57 3.79 5.47 2.33 4.14 1.53

8.02

550 354 540 218 408 143

8.02 4.93 5.45 2.75 3.94 1.69 2.97 1.10

6'-0" 7'-0" 8'-0"

2133 2438

The figures shown in red are the uniform live loads which produce an approximate deflection of 1/360 of the span.

132

12.03 5.16 11.82 3.18 8.93 2.08

8.02 5.16 7.88 3.18 5.95 2.08


APPENDIX B APPENDIX B - TOP CHORD EXTENSIONS AND EXTENDED ENDS, K-SERIES Joist extensions are commonly furnished to a variety of overhang conditions. The two types are pictured below. The first is the TOP CHORD EXTENSION or “S” TYPE, which has only the top chord angles extended. The second is the EXTENDED END or “R” TYPE in which the standard 2 1/2 in., (64 mm) end bearing depth is maintained over the entire length of the extension. The “S” TYPE extension is so designated because of its Simple nature whereas the “R” TYPE involves Reinforcing the top chord angles. The specifying professional should be aware that an “S” TYPE is more economical and should be specified whenever possible.

applicable for uniform loads only. If there are concentrated loads and/or non-uniform loads, a loading diagram must be provided by the specifying professional on the structural drawings. In cases where it is not possible to meet specific job requirements with a 2 1/2 in. (64 mm) deep “R” type extension (refer to “S” and “I” values in the Extended End Load Table), the depth of the extension must be increased to provide greater load-carrying capacity. If the loading diagram for any condition is not shown, the joist manufacturer will design the extension to the uniform load indicated in the K-Series Joist Load Table for the span of the joist.

The following load tables for K-Series TOP CHORD EXTENSIONS and EXTENDED ENDS for LRFD and ASD methods of design and listed in U.S. Customary and Metric units, have been developed as an aid to the specifying professional. The black number in the tables is the maximum allowable uniform load in pounds per linear foot (kiloNewton/Meter). The red number is the uniform load which will produce an approximate deflection of L1/240, where L1 is the length of the extension. The load tables are

When TOP CHORD EXTENSIONS or EXTENDED ENDS are specified, the allowable deflection and the bracing requirements must be considered by the specifying professional.

EXTENDED END

TOP CHORD EXTENSION

SPAN W

L1

It should be noted that an “R” TYPE extension must be specified when building details dictate a 2 1/2 in., (64 mm) depth at the end of the extension. In the absence of specific instructions, the joist manufacturer may provide either type.

(64 mm) 2¹₂"

TOP CHORD EXTENSION - “S” TYPE (only top chord angles extended)

W L1 SPAN

SPAN W

L1

(64 mm) 2¹₂"

EXTENDED END - “R” TYPE (standard 2¹₂ (64 mm) end depth extended) = Uniform Load = Length of Extension = See K-Series Load Table for definition of Span

133


APPENDIX B

LRFD TOP CHORD EXTENSION LOAD TABLE (S TYPE) Based on a Maximum Yield Strength of 50 ksi Pounds per Linear Foot TYPE S1

"S" (in. 3 ) 0.099

"I" (in. 4 ) 0.088

S2

0.127

0.138

S3

0.144

0.156

S4

0.160

0.172

S5

0.176

0.188

S6

0.192

0.204

S7

0.241

0.306

S8

0.266

0.332

S9

0.288

0.358

S10

0.380

0.544

S11

0.438

0.622

S12

0.494

0.696

0'-6" 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550

1'-0" 544 363 700 422 793 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550

1'-6" 267 127 343 200 388 226 432 249 474 272 517 295 649 443 717 481 777 519 825 550 825 550 825 550

2'-0" 157 58 202 91 229 104 255 113 280 124 306 134 384 201 424 219 459 236 606 359 699 410 789 459

LENGTH (L1) 2'-6"

3'-0"

3'-6"

4'-0"

4'-6"

168 60 184 66 202 72 253 108 280 117 303 126 400 192 460 220 520 246

180 64 198 70 214 75 283 115 327 131 369 147

160 48 211 74 243 84 274 94

163 50 189 57 213 64

150 41 169 45

LRFD TOP CHORD EXTENSION LOAD TABLE (R TYPE) Based on a Maximum Yield Strength of 50 ksi Pounds per Linear Foot

134

TYPE R1

"S" (in. 3) 0.895

"I" (in.4) 1.119

R2

0.923

1.157

R3

1.039

1.299

R4

1.147

1.433

R5

1.249

1.561

R6

1.352

1.690

R7

1.422

1.802

R8

1.558

1.948

R9

1.673

2.091

R10

1.931

2.414

R11

2.183

2.729

R12

2.413

3.016

0'-6" 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550

1'-0" 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550

1'-6" 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550

2'-0" 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550

2'-6" 825 396 825 409 825 459 825 507 825 550 825 550 825 550 825 550 825 550 825 550 825 550 825 550

LENGTH (L1) 3'-0" 3'-6" 669 498 236 152 690 514 244 157 777 579 274 176 825 639 302 195 825 696 329 212 825 753 357 230 825 792 380 245 825 825 411 265 825 825 442 284 825 825 510 328 825 825 550 371 825 825 550 410

4'-0" 385 103 399 107 448 120 495 132 538 144 583 156 613 167 672 180 721 194 825 224 825 253 825 279

4'-6" 307 73 318 76 358 85 394 94 429 103 465 111 489 119 535 128 576 138 664 159 751 180 825 199

5'-0" 250 54 259 56 292 63 321 69 349 75 379 82 399 87 436 94 469 101 541 117 612 132 676 146

5'-6" 208 41 216 42 243 47 267 52 291 57 315 62 331 66 363 71 390 77 450 89 508 100 562 111

6'-0" 175 32 181 33 205 37 225 41 246 44 265 48 279 51 306 55 328 59 379 69 430 78 475 86


APPENDIX B

ASD TOP CHORD EXTENSION LOAD TABLE (S TYPE) Based on a Maximum Yield Strength of 50 ksi Pounds per Linear Foot TYPE S1

"S" (in. 3 ) 0.099

"I" (in. 4 ) 0.088

S2

0.127

0.138

S3

0.144

0.156

S4

0.160

0.172

S5

0.176

0.188

S6

0.192

0.204

S7

0.241

0.306

S8

0.266

0.332

S9

0.288

0.358

S10

0.380

0.544

S11

0.438

0.622

S12

0.494

0.696

0'-6" 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550

1'-0" 363 363 467 422 529 510 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550

1'-6" 178 127 229 200 259 226 288 249 316 272 345 295 433 433 478 481 518 518 550 550 550 550 550 550

2'-0" 105 58 135 91 153 104 170 113 187 124 204 134 256 201 283 219 306 236 404 359 466 410 526 459

LENGTH (L1) 2'-6"

3'-0"

3'-6"

4'-0"

4'-6"

112 60 123 66 135 72 169 108 187 117 202 126 267 192 307 220 347 246

120 64 132 70 143 75 189 115 218 131 246 147

107 48 141 74 162 84 183 94

109 50 126 57 142 64

100 41 113 45

ASD TOP CHORD EXTENSION LOAD TABLE (R TYPE) Based on a Maximum Yield Strength of 50 ksi Pounds per Linear Foot TYPE R1

"S" (in. 3) 0.895

"I" (in.4) 1.119

R2

0.923

1.157

R3

1.039

1.299

R4

1.147

1.433

R5

1.249

1.561

R6

1.352

1.690

R7

1.422

1.802

R8

1.558

1.948

R9

1.673

2.091

R10

1.931

2.414

R11

2.183

2.729

R12

2.413

3.016

0'-6" 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550

1'-0" 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550

1'-6" 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550

2'-0" 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550

2'-6" 550 396 550 409 550 459 550 507 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550

LENGTH (L1) 3'-0" 3'-6" 446 332 236 152 460 343 244 157 518 386 274 176 550 426 302 195 550 464 329 212 550 502 357 230 550 528 380 245 550 550 411 265 550 550 442 284 550 550 510 328 550 550 550 371 550 550 550 410

4'-0" 257 103 266 107 299 120 330 132 359 144 389 156 409 167 448 180 481 194 550 224 550 253 550 279

4'-6" 205 73 212 76 239 85 263 94 286 103 310 111 326 119 357 128 384 138 443 159 501 180 550 199

5'-0" 167 54 173 56 195 63 214 69 233 75 253 82 266 87 291 94 313 101 361 117 408 132 451 146

5'-6" 139 41 144 42 162 47 178 52 194 57 210 62 221 66 242 71 260 77 300 89 339 100 375 111

6'-0" 117 32 121 33 137 37 150 41 164 44 177 48 186 51 204 55 219 59 253 69 287 78 317 86

135


APPENDIX B

LRFD TOP CHORD EXTENSION LOAD TABLE (S TYPE) Based on a Maximum Yield Strength of 345 MPa KiloNewtons per Meter (kN/m) "S" (mm 3 ) 1622

"I" (mm 4 ) 36628

S2

2081

57340

S3

2359

64932

S4

2622

71592

S5

2884

78251

S6

3146

84911

S7

3949

127367

S8

4359

138188

S9

4719

149010

S10

6227

226430

S11

7177

258895

S12

8095

289697

TYPE S1

152 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02

305 7.94 5.42 10.19 8.02 11.55 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02 12.03 8.02

457 3.89 1.85 5.00 2.91 5.66 3.30 6.30 3.63 6.99 3.96 7.55 4.30 9.47 6.46 10.46 7.01 11.325 7.57 12.03 8.02 12.03 8.02 12.03 8.02

LENGTH (L1) in Millimeters 610 762 914 1067 2.30 0.84 2.96 1.32 3.35 1.51 3.72 2.45 1.64 0.87 4.08 2.69 1.80 0.96 4.46 2.96 1.95 1.05 5.60 3.69 2.63 2.93 1.57 0.93 6.20 4.08 2.88 3.19 1.70 1.02 6.69 4.41 3.12 2.34 3.44 1.83 1.09 0.70 8.835 5.835 4.125 3.075 5.23 2.80 1.67 1.07 10.20 6.72 4.77 3.54 5.98 3.21 1.91 1.22 11.505 7.59 5.385 4.005 6.69 3.59 2.14 1.37

1219

1372

2.385 0.72 2.745 0.83 3.105 0.93

2.175 0.59 2.46 0.65

LRFD TOP CHORD EXTENSION LOAD TABLE (R TYPE) Based on a Maximum Yield Strength of 345 MPa KiloNewtons per Meter (kN/m)

136

TYPE R1

"S" (mm 3 ) 14666

"I" (mm 4 ) 465762

R2

15174

R3

152 12.03 8.02

305 12.03 8.02

457 12.03 8.02

610 12.03 8.02

LENGTH (L1) in Millimeters 762 914 1067 1219 12.03 9.75 7.26 5.63 5.77 3.44 2.21 1.50

1372 4.49 1.06

1524 3.65 0.78

1676 3.03 0.59

1829 2.55 0.46

481579

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 5.96

10.10 3.56

7.53 2.29

5.82 1.56

4.64 1.10

3.78 0.81

3.15 0.61

2.66 0.48

17026

540684

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 6.69

11.34 3.99

8.45 2.56

6.54 1.75

5.21 1.24

4.25 0.91

3.53 0.68

2.97 0.53

R4

18796

596459

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 7.39

12.03 4.40

9.36 2.84

7.22 1.92

5.75 1.37

4.68 1.00

3.89 0.75

3.27 0.59

R5

20467

649763

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 4.80

10.16 3.09

7.85 2.10

6.26 1.50

5.10 1.09

4.25 0.83

3.59 0.64

R6

22155

703430

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 5.21

10.98 3.35

8.51 2.27

6.78 1.61

5.54 1.19

4.59 0.90

3.87 0.70

R7

23300

750048

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 5.54

11.55 3.57

8.94 2.43

7.13 1.73

5.82 1.26

4.83 0.96

4.07 0.74

R8

25531

810818

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 5.99

12.03 3.86

9.80 2.62

7.82 1.86

6.36 1.37

5.30 1.03

4.46 0.80

R9

27415

870339

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 6.45

12.03 4.14

10.52 2.83

8.40 2.01

6.84 1.47

5.69 1.12

4.79 0.86

R10

31643

1004782

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 7.44

12.03 4.76

12.03 3.26

9.69 2.32

7.89 1.70

6.56 1.29

5.54 1.00

R11

35773

1135894

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 5.41

12.03 3.69

10.97 2.62

8.93 1.92

7.41 1.45

6.27 1.13

R12

39542

1255353

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 8.02

12.03 5.98

12.03 4.07

12.03 2.90

9.87 2.13

8.21 1.61

6.93 1.25


APPENDIX B

ASD TOP CHORD EXTENSION LOAD TABLE (S TYPE) Based on a Maximum Yield Strength of 345 MPa KiloNewtons per Meter (kN/m) "S" (mm 3 ) 1622

"I" (mm 4 ) 36628

S2

2081

57340

S3

2359

64932

S4

2622

71592

S5

2884

78251

S6

3146

84911

S7

3949

127367

S8

4359

138188

S9

4719

149010

S10

6227

226430

S11

7177

258895

S12

8095

289697

TYPE S1

152 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02

305 5.29 5.42 6.79 8.02 7.70 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02 8.02

457 2.59 1.85 3.33 2.91 3.77 3.30 4.20 3.63 4.61 3.96 5.03 4.30 6.31 6.46 6.97 7.01 7.55 7.57 8.02 8.02 8.02 8.02 8.02 8.02

LENGTH (L1) in Millimeters 610 762 914 1067 1.53 0.84 1.97 1.32 2.23 1.51 2.48 1.63 1.64 0.87 2.72 1.79 1.80 0.96 2.97 1.97 1.95 1.05 3.73 2.46 1.75 2.93 1.57 0.93 4.13 2.72 1.92 3.19 1.70 1.02 4.46 2.94 2.08 1.56 3.44 1.83 1.09 0.70 5.89 3.89 2.75 2.05 5.23 2.80 1.67 1.07 6.80 4.48 3.18 2.36 5.98 3.21 1.91 1.22 7.67 5.06 3.59 2.67 6.69 3.59 2.14 1.37

1219

1372

1.59 0.72 1.83 0.83 2.07 0.93

1.45 0.59 1.64 0.65

ASD TOP CHORD EXTENSION LOAD TABLE (R TYPE) Based on a Maximum Yield Strength of 345 MPa KiloNewtons per Meter (kN/m) 152 8.02 8.02

305 8.02 8.02

457 8.02 8.02

610 8.02 8.02

LENGTH (L1) in Millimeters 762 914 1067 1219 8.02 6.50 4.84 3.75 5.77 3.44 2.21 1.50

1372 2.99 1.06

1524 2.43 0.78

1676 2.02 0.59

1829 1.70 0.46

481579

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 5.96

6.73 3.56

5.02 2.29

3.88 1.56

3.09 1.10

2.52 0.81

2.10 0.61

1.77 0.48

17026

540684

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 6.69

7.56 3.99

5.63 2.56

4.36 1.75

3.47 1.24

2.83 0.91

2.35 0.68

1.98 0.53

R4

18796

596459

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 7.39

8.02 4.40

6.24 2.84

4.81 1.92

3.83 1.37

3.12 1.00

2.59 0.75

2.18 0.59

R5

20467

649763

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 4.80

6.77 3.09

5.23 2.10

4.17 1.50

3.40 1.09

2.83 0.83

2.39 0.64

R6

22155

703430

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 5.21

7.32 3.35

5.67 2.27

4.52 1.61

3.69 1.19

3.06 0.90

2.58 0.70

R7

23300

750048

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 5.54

7.70 3.57

5.96 2.43

4.75 1.73

3.88 1.26

3.22 0.96

2.71 0.74

R8

25531

810818

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 5.99

8.02 3.86

6.53 2.62

5.21 1.86

4.24 1.37

3.53 1.03

2.97 0.80

R9

27415

870339

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 6.45

8.02 4.14

7.01 2.83

5.60 2.01

4.56 1.47

3.79 1.12

3.19 0.86

R10

31643

1004782

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 7.44

8.02 4.78

8.02 3.26

6.46 2.32

5.26 1.70

4.37 1.29

3.69 1.00

R11

35773

1135894

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 5.41

8.02 3.69

7.31 2.62

5.95 1.92

4.94 1.45

4.18 1.13

R12

39542

1255353

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 8.02

8.02 5.98

8.02 4.07

8.02 2.90

6.58 2.13

5.47 1.61

4.62 1.25

TYPE R1

"S" (mm 3 ) 14666

"I" (mm 4 ) 465762

R2

15174

R3

137


APPENDIX C APPENDIX C - ECONOMY TABLES K-SERIES The tables on the following pages are provided as an aid to the designer in selecting the most economical K-Series Joists for the loads and spans required. Although considerable care has been taken in developing this chart, it must be realized that each joist manufacturer has their own unique cost; consequently, the Steel Joist Institute cannot guarantee the accuracy of this Table.

LRFD EXAMPLE:

The K-Series Joists are arranged in accordance with their weight per foot; where two or more joists weigh the same, they are arranged according to their depth.

Load factors per ASCE 7, “Minimum Design Loads for Buildings and Other Structures”

To utilize these tables, determine the span (ft) and load (plf) required; go to the required span in the left hand column, then read across until a load equal to or greater than the required load is reached. The first joist that satisfies this loading is the most economical joist for those conditions. If this joist is too deep or too shallow, or does not satisfy the deflection limitations, continue on horizontally to the right until a joist is found that satisfies the depth requirements as well as the load and deflection requirements.

Factored DL = 48 x 1.2 = 58 psf (includes joist weight) Factored LL = 100 x 1.6 = 160 psf Factored TL = 218 psf

ASD EXAMPLE: Floor joists @ 2'-6" on center, ing a structural concrete slab. (Section 5.9 of the K-Series Specifications limits the deflection due to the design live load to 1/360 of the span). Span = 30'- 0" Maximum joist depth allowed = 20" DL = 48 psf (includes joist weight) LL = 100 psf TL = 148 psf WTL = 148 x 2.5 = 370 plf WLL = 100 x 2.5 = 250 plf A 22K6 at a span of 30 feet can carry 371 plf of Total Load and possesses a Live Load deflection figure of 266 plf. However, it exceeds the maximum depth limitation of 20 inches. A 20K7 fulfills the Total Load requirement but possesses a Live Load deflection figure of only 242 plf. It is then found that a 20K9 is the most economical joist that satisfies all the requirements of Total Load, Live Load deflection, and maximum depth limitation. Where the joist span exceeds the unshaded area of the table, the row of bridging nearest the midspan shall be diagonal bridging with bolted connections at chords and midspan.

138

Floor joists @ 2'-6" on center, ing a structural concrete slab. (Section 5.9 of the K-Series Specifications limits the deflection due to the design live load to 1/360 of the span). Span = 30'- 0"

Maximum joist depth allowed = 20"

Factored WTL = 218 x 2.5 = 545 plf WLL = 100 x 2.5 = 250 plf A 22K6 at a span of 30 feet can carry 566 plf of Factored Total Load and possesses a Live Load deflection figure of 266 plf. However, it exceeds the maximum depth limitation of 20 inches. A 20K7 fulfills the Factored Total Load requirement but possesses a Live Load deflection figure of only 242 plf. It is then found that a 20K9 is the most economical joist that satisfies all the requirements of Factored Total Load, Live Load deflection, and maximum depth limitation. Where the joist span exceeds the unshaded area of the table, the row of bridging nearest the midspan shall be diagonal bridging with bolted connections at chords and midspan.


APPENDIX C

LRFD ECONOMY 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 Designation Depth (In.) Approx. Wt. (lbs/ft.) Span (ft.)

10K1

12K1

8K1

14K1

10 5.0

12 5.0

8 5.1

14 5.2

8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40

825 550 825 542 825 455 718 363 618 289 537 234 469 192 415 159 369 134 331 113 298 97

825 550 825 510 750 425 651 344 570 282 504 234 448 197 402 167 361 142 327 123 298 106 271 93 249 81

825 550 825 550 825 480 798 377 666 288 565 225 486 179 421 145 369 119

825 550 766 475 672 390 592 324 528 272 472 230 426 197 385 170 351 147 321 128 294 113 270 100 249 88 231 79 214 70

16K2

12K3

14K3

16K3

18K3

14K4

20K3

16K4

12K5

16 5.5

12 5.7

14 6.0

16 6.3

18 6.6

14 6.7

20 6.7

16 7.0

12 7.1

825 550 768 488 684 409 612 347 552 297 499 255 454 222 415 194 381 170 351 150 324 133 300 119 279 106 259 95 241 86 226 78 213 71

825 550 825 510 825 463 814 428 714 351 630 291 561 245 502 207 453 177 409 153 373 132 340 116 312 101

825 550 825 507 825 467 742 404 661 339 592 287 534 246 483 212 439 184 402 160 367 141 339 124 313 110 289 98 270 88

825 550 825 526 762 456 682 386 615 330 556 285 505 247 462 216 424 189 390 167 360 148 334 132 310 118 289 106 270 96 252 87 237 79

825 550 771 494 694 423 630 364 573 316 523 276 480 242 441 214 408 190 378 169 351 151 327 136 304 123 285 111 267 101 252 92 237 84 223 77 211 70

825 550 825 507 825 467 825 443 795 397 712 336 642 287 582 248 529 215 483 188 442 165 408 145 376 129 349 115 324 103

775 517 702 453 639 393 583 344 535 302 493 266 456 236 421 211 391 189 243 170 227 153 212 138 199 126 187 114 176 105 166 96 157 88 148 81 141 74 133 69 127 64

825 550 825 526 825 490 820 452 739 386 670 333 609 289 556 252 510 221 469 195 433 173 402 155 373 138 232 124 216 112 203 101 190 92

825 550 825 510 825 463 825 434 825 396 825 366 760 317 681 269 613 230 555 198 505 172 462 150 423 132

18K4

16K5

20K4

18 7.2

16 7.5

20 7.6

825 550 825 523 825 490 759 426 690 370 630 323 577 284 532 250 492 222 454 198 423 177 394 159 367 144 343 130 322 118 303 108 285 98 268 90 253 82

550 550 550 526 825 490 825 455 825 426 754 373 687 323 627 282 576 248 529 219 489 194 453 173 421 155 391 139 366 126 342 114 321 103

825 550 825 520 771 461 703 402 645 353 594 312 549 277 508 247 472 221 439 199 411 179 384 162 360 147 339 134 318 122 300 112 283 103 268 95 255 87 241 81 229 75

139


APPENDIX C

LRFD ECONOMY 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 Designation Depth (In.) Approx. Wt. (lbs/ft.) Span (ft.) 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48

140

14K6 14 7.7

825 550 825 507 825 467 825 443 825 408 825 383 787 347 712 299 648 259 592 226 543 199 501 175 462 156 427 139 397 124

18K5

22K4

16K6

20K5

24K4

18K6

16K7

22K5

20K6

18K7

22K6

20K7

24K5

22K7

24K6

18 7.7

22 8.0

16 8.1

20 8.2

24 8.4

18 8.5

16 8.6

22 8.8

20 8.9

18 9.0

22 9.2

20 9.3

24 9.3

22 9.7

24 9.7

825 550 825 523 825 490 825 460 777 414 709 362 651 318 600 281 553 249 513 222 477 199 444 179 414 161 387 146 363 132 342 121 321 110 303 101 286 92

825 548 777 491 712 431 657 381 606 338 561 301 522 270 486 242 453 219 424 198 397 180 373 164 352 149 331 137 313 126 297 116 280 107 267 98 253 91 241 85 229 79 219 73 208 68

825 550 825 526 825 490 825 455 825 426 822 405 747 351 682 307 627 269 576 238 532 211 493 188 459 168 427 151 399 137 373 124 349 112

825 550 825 520 825 490 793 451 727 396 669 350 618 310 573 277 532 248 495 223 462 201 433 182 406 165 254 150 358 137 339 126 319 115 303 106 286 98 271 90 258 84

780 516 718 456 663 405 615 361 571 323 531 290 496 262 465 237 435 215 273 196 257 179 363 164 343 150 324 138 307 128 292 118 277 109 264 101 252 94 240 88 229 82 219 76 208 71 199 67 192 63

825 550 825 523 825 490 825 460 825 438 774 393 709 345 652 305 603 271 558 241 519 216 483 194 451 175 421 158 396 144 248 131 233 120 330 110 312 101

825 550 825 526 825 490 825 455 825 426 825 406 825 385 760 339 697 298 642 263 592 233 549 208 510 186 475 167 444 151 415 137 388 124

825 548 825 518 804 483 739 427 682 379 633 337 588 302 547 272 511 245 478 222 448 201 421 183 397 167 373 153 354 141 334 130 316 119 300 110 285 102 271 95 259 88 247 82 235 76

825 550 825 520 825 490 825 468 792 430 729 380 673 337 624 301 579 269 540 242 504 218 471 198 442 179 415 163 391 149 369 137 348 125 330 115 312 106 297 98 282 91

825 550 825 523 825 490 825 460 825 438 825 418 789 382 727 337 672 299 622 267 577 239 538 215 502 194 469 175 441 159 414 145 390 132 367 121 348 111

825 548 825 518 825 495 805 464 744 411 688 367 640 328 597 295 556 266 520 241 489 219 459 199 432 182 408 167 385 153 364 141 345 130 327 120 310 111 295 103 282 96 268 89 256 83

825 550 825 520 825 490 825 468 825 448 811 421 750 373 694 333 645 298 601 268 561 242 525 219 492 199 463 181 435 165 411 151 388 139 367 128 348 118 330 109 313 101

825 544 810 511 748 453 693 404 643 362 600 325 559 293 523 266 490 241 462 220 435 201 409 184 387 169 366 155 346 143 328 132 312 122 297 114 283 106 270 98 258 92 246 86 235 80 225 75 216 70

825 548 825 518 825 495 825 474 825 454 768 406 712 364 664 327 619 295 580 267 544 242 511 221 481 202 454 185 429 169 406 156 384 144 364 133 346 123 330 114 313 106 300 99 286 92

825 544 825 520 814 493 754 439 700 393 652 354 609 319 570 289 535 262 502 239 472 218 445 200 421 183 399 169 378 156 358 144 340 133 324 124 309 115 294 107 280 100 268 93 256 87 246 82 235 77


APPENDIX C

LRFD ECONOMY 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 Designation Depth (In.) Approx. Wt (lbs/ft.)

26K5

16K9

24K7

18K9

26K6

20K9

26K7

22K9

28K6

24K8

18K10

28K7

24K9

26K8

20K10

26

16

24

18

26

20

26

22

28

24

18

28

24

26

20

26K9 26

9.8

10

10.1

10.2

10.6

10.8

10.9

11.3

11.4

11.5

11.7

11.8

12

12.1

12.2

12.2

Span (ft.) 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56

813 535 753 477 699 427 651 384 607 346 568 314 534 285 501 259 472 237 445 217 420 199 397 183 376 169 357 156 340 145 322 134 307 125 294 116 280 108 268 101 256 95 246 89 235 83 225 78 216 73 208 69 199 65

825 550 825 526 825 490 825 455 825 426 825 406 825 385 825 363 825 346 771 311 711 276 658 246 612 220 570 198 532 178 498 161 466 147

825 544 825 520 825 499 825 479 781 436 727 392 679 353 636 320 595 290 559 265 526 242 496 221 469 203 444 187 421 172 399 159 379 148 361 137 343 127 328 118 313 110 298 103 286 97 274 90 262 85

825 550 825 523 825 490 825 460 825 438 825 418 825 396 825 377 807 354 747 315 694 282 646 254 603 229 564 207 529 188 498 171 468 156 441 143 417 132

825 541 820 519 762 464 709 417 661 377 619 341 580 309 546 282 514 257 484 236 457 216 433 199 411 184 390 170 370 157 352 146 336 136 319 126 306 118 291 110 279 103 267 96 256 90 246 85 235 80 226 75 217 71

825 550 825 520 825 490 825 468 825 448 825 426 825 405 825 389 775 353 723 317 675 286 631 259 592 235 556 214 523 195 493 179 466 164 441 151 418 139 397 129 376 119

825 541 825 522 825 501 790 463 738 417 690 378 648 343 609 312 573 285 540 261 510 240 483 221 457 204 433 188 412 174 393 162 373 150 357 140 340 131 325 122 310 114 298 107 285 100 274 94 262 89 252 83 243 79

825 548 825 518 825 495 825 474 825 454 825 432 825 413 798 387 745 349 697 316 654 287 615 261 579 239 546 219 516 201 487 185 462 170 438 157 417 146 396 135 378 126 360 117 343 109

822 541 766 486 715 439 669 397 627 361 589 329 555 300 523 275 495 252 468 232 444 214 420 198 399 183 379 170 361 158 345 147 330 137 315 128 301 120 288 112 276 105 265 99 255 93 244 88 235 83 226 78 217 74 210 70 202 66

825 544 825 520 825 499 825 479 825 456 804 429 750 387 702 350 658 318 619 289 582 264 549 242 519 222 490 205 465 189 441 174 420 161 399 150 379 139 363 130 346 121 330 113 316 106 303 99 291 93

825 550 825 523 825 490 825 460 825 438 825 418 825 396 825 377 825 361 825 347 822 331 766 298 715 269 669 243 627 221 589 201 555 184 523 168 495 154

825 543 825 522 796 486 745 440 699 400 657 364 618 333 583 305 550 280 522 257 493 237 469 219 445 203 424 189 403 175 385 163 367 152 351 142 336 133 321 125 309 117 295 110 283 103 273 97 262 92 252 87 243 82 234 77 226 73

825 544 825 520 825 499 825 479 825 456 825 436 816 419 765 379 717 344 673 313 634 286 598 262 565 241 534 222 507 204 480 189 456 175 435 162 414 151 394 140 376 131 360 122 345 114 330 107 316 101

825 541 825 522 825 501 825 479 816 457 763 413 715 375 672 342 633 312 597 286 564 263 534 242 505 223 480 206 456 191 433 177 412 164 394 153 376 143 360 133 343 125 328 117 315 110 303 103 291 97 279 91 268 86

825 550 825 520 825 490 825 468 825 448 825 426 825 405 825 389 825 375 825 359 799 336 748 304 702 276 660 251 621 229 585 210 553 193 523 178 496 164 471 151 447 140

825 541 825 522 825 501 825 479 825 459 825 444 778 407 732 370 688 338 649 310 613 284 580 262 550 241 522 223 496 207 472 192 450 178 429 166 409 155 391 145 375 135 358 127 343 119 330 112 316 105 304 99 292 93

141


APPENDIX C

LRFD ECONOMY 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 Designation Depth (In.) Approx. Wt. (lbs/ft.) Span (ft.)

30K7

22K10

28K8

28K9

24K10

30K8

30K9

22K11

26K10

28K10

30K10

24K12

30K11

26K12

28K12

30K12

30 12.3

22 12.6

28 12.7

28 13

24 13.1

30 13.2

30 13.4

22 13.8

26 13.8

28 14.3

30 15

24 16

30 16.4

26 16.6

28 17.1

30 17.6

22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60

142

825 543 801 508 751 461 706 420 664 384 627 351 592 323 559 297 531 274 504 253 478 234 454 217 433 202 414 188 394 176 376 164 361 153 345 144 331 135 318 127 304 119 292 112 282 106 271 100 261 94 252 89 243 84 234 80 226 76 219 72 211 69

825 548 825 518 825 495 825 474 825 454 825 432 825 413 825 399 825 385 825 369 775 337 729 307 687 280 648 257 612 236 579 217 549 200 520 185 495 171 471 159 448 148 427 138 408 128

825 543 825 522 825 500 825 480 772 438 726 399 684 364 645 333 609 306 576 282 546 260 519 240 492 222 468 206 445 192 426 179 406 167 388 156 372 146 355 136 340 128 327 120 313 113 301 106 289 100 279 95 268 89 259 85 249 80

825 543 825 522 825 500 825 480 823 463 790 432 744 395 702 361 663 332 627 305 594 282 564 260 535 241 510 224 486 208 463 194 442 181 423 169 405 158 387 148 370 139 355 130 342 123 328 115 315 109 304 103 292 97 282 92 271 87

825 544 825 520 825 499 825 479 825 456 825 436 825 422 825 410 823 393 798 368 753 337 709 308 670 283 634 260 601 240 570 222 541 206 516 191 490 177 468 165 447 154 427 144 408 135 391 126 375 118

825 543 825 520 823 500 780 460 735 420 693 384 654 353 619 325 586 300 556 277 529 256 502 238 480 221 457 206 436 192 417 179 399 168 382 157 366 148 351 139 337 130 324 123 312 116 300 109 288 103 277 98 268 92 259 88 250 83 241 79 234 75

825 543 825 520 823 500 798 468 774 441 751 415 712 383 673 352 639 325 606 300 576 278 547 258 522 240 498 223 475 208 454 195 435 182 415 171 399 160 382 150 367 141 352 133 339 126 327 119 313 112 303 106 292 100 282 95 271 90 262 86 253 81

825 548 825 518 825 495 825 474 825 454 825 432 825 413 825 399 825 385 825 369 823 355 798 334 774 314 741 292 700 269 663 247 628 228 595 211 565 195 538 181 513 168 489 157 466 146

825 541 825 522 825 501 825 479 825 459 825 444 823 431 798 404 774 378 751 356 729 334 690 308 654 284 619 262 589 243 561 225 534 210 508 195 486 182 465 170 444 159 426 149 408 140 391 131 375 124 361 116 346 110

825 543 825 522 825 500 825 480 823 463 798 435 774 410 751 389 730 366 711 344 691 325 670 306 636 284 606 263 576 245 550 228 525 212 501 198 480 186 459 174 441 163 423 153 405 144 390 136 375 128 360 121 348 114 334 108 322 102

825 543 825 520 823 500 798 468 774 441 751 415 730 392 711 374 691 353 673 333 657 315 640 300 619 282 591 263 564 245 538 229 516 214 493 201 472 188 454 177 436 166 418 157 402 148 387 140 373 132 360 125 346 118 334 112 322 106 312 101 301 96

825 544 825 520 825 499 825 479 825 456 825 436 825 422 825 410 823 393 798 368 774 344 751 324 730 306 711 290 691 275 673 261 657 247 640 235 625 224 609 213 580 199 555 185 531 174 508 163 487 153

825 543 825 520 823 500 798 468 774 441 751 415 730 392 711 374 691 353 673 333 657 315 640 300 625 284 610 270 597 258 583 246 570 236 558 226 543 215 520 202 499 190 480 179 462 169 444 159 427 150 412 142 397 135 384 128 370 121 358 115 346 109

825 541 825 522 825 501 825 479 825 459 825 444 823 431 798 404 774 378 751 356 730 334 711 315 691 299 673 283 657 269 640 256 625 244 610 232 597 222 583 212 570 203 553 192 529 180 508 169 487 159 469 150 451 142

825 543 825 522 825 500 825 480 823 463 798 435 774 410 751 389 730 366 711 344 691 325 673 308 657 291 640 277 625 264 610 252 597 240 583 229 570 219 558 210 547 201 535 193 525 185 507 175 487 165 469 156 451 147 435 139 420 132

825 543 825 520 823 500 798 468 774 441 751 415 730 392 711 374 691 353 673 333 657 315 640 300 625 284 610 270 597 258 583 246 570 236 558 226 547 216 535 207 525 199 514 192 504 184 495 177 486 170 468 161 451 153 435 145 420 137 406 130 393 124


APPENDIX C

ASD ECONOMY 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 Designation Depth (In.) Approx. Wt. (lbs/ft.) Span (ft.)

10K1

12K1

8K1

14K1

16K2

12K3

14K3

16K3

18K3

14K4

20K3

16K4

12K5

18K4

16K5

10

12

8

14

16

12

14

16

18

14

20

16

12

18

16

20

5.0

5.0

5.1

5.2

5.5

5.7

6.0

6.3

6.6

6.7

6.7

7.0

7.1

7.2

7.5

7.6

8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40

550 550 550 542 550 455 479 363 412 289 358 234 313 192 277 159 246 134 221 113 199 97

550 550 550 510 500 425 434 344 380 282 336 234 299 197 268 167 241 142 218 123 199 106 181 93 166 81

550 550 550 550 550 480 532 377 444 288 377 225 324 179 281 145 246 119

550 550 511 475 448 390 395 324 352 272 315 230 284 197 257 170 234 147 214 128 196 113 180 100 166 88 154 79 143 70

550 550 512 488 456 409 408 347 368 297 333 255 303 222 277 194 254 170 234 150 216 133 200 119 186 106 173 95 161 86 151 78 142 71

550 550 550 510 550 463 543 428 476 351 420 291 374 245 335 207 302 177 273 153 249 132 227 116 208 101

550 550 550 507 550 467 495 404 441 339 395 287 356 246 322 212 293 184 268 160 245 141 226 124 209 110 193 98 180 88

550 550 550 526 508 456 455 386 410 330 371 285 337 247 308 216 283 189 260 167 240 148 223 132 207 118 193 106 180 96 168 87 158 79

550 550 514 494 463 423 420 364 382 316 349 276 320 242 294 214 272 190 252 169 234 151 218 136 203 123 190 111 178 101 168 92 158 84 149 77 141 70

550 550 550 507 550 467 550 443 530 397 475 336 428 287 388 248 353 215 322 188 295 165 272 145 251 129 233 115 216 103

517 517 468 453 426 393 389 344 357 302 329 266 304 236 281 211 261 189 243 170 227 153 212 138 199 126 187 114 176 105 166 96 157 88 148 81 141 74 133 69 127 64

550 550 550 526 550 490 547 452 493 386 447 333 406 289 371 252 340 221 313 195 289 173 268 155 249 138 232 124 216 112 203 101 190 92

550 550 550 510 550 463 550 434 550 396 550 366 507 317 454 269 409 230 370 198 337 172 308 150 282 132

550 550 550 523 550 490 506 426 460 370 420 323 385 284 355 250 328 222 303 198 282 177 263 159 245 144 229 130 215 118 202 108 190 98 179 90 169 82

550 550 550 526 550 490 550 455 550 426 503 373 458 323 418 282 384 248 353 219 326 194 302 173 281 155 261 139 244 126 228 114 214 103

20K4

550 550 550 520 514 461 469 402 430 353 396 312 366 277 339 247 315 221 293 199 274 179 256 162 240 147 226 134 212 122 200 112 189 103 179 95 170 87 161 81 153 75

143


APPENDIX C

ASD ECONOMY 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 Designation Depth (In.) Approx. Wt. (lbs/ft.) Span (ft.) 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48

144

14K6

18K5

22K4

16K6

20K5

24K4

18K6

16K7

22K5

20K6

18K7

22K6

20K7

24K5

22K7

14

18

22

16

20

24

18

16

22

20

18

22

20

24

22

24

7.7

7.7

8.0

8.1

8.2

8.4

8.5

8.6

8.8

8.9

9.0

9.2

9.3

9.3

9.7

9.7

550 550 550 507 550 467 550 443 550 408 550 383 525 347 475 299 432 259 395 226 362 199 334 175 308 156 285 139 265 124

550 550 550 523 550 490 550 460 518 414 473 362 434 318 400 281 369 249 342 222 318 199 296 179 276 161 258 146 242 132 228 121 214 110 202 101 191 92

550 548 518 491 475 431 438 381 404 338 374 301 348 270 324 242 302 219 283 198 265 180 249 164 235 149 221 137 209 126 198 116 187 107 178 98 169 91 161 85 153 79 146 73 139 68

550 550 550 526 550 490 550 455 550 426 548 405 498 351 455 307 418 269 384 238 355 211 329 188 306 168 285 151 266 137 249 124 233 112

550 550 550 520 550 490 529 451 485 396 446 350 412 310 382 277 355 248 330 223 308 201 289 182 271 165 254 150 239 137 226 126 213 115 202 106 191 98 181 90 172 84

520 516 479 456 442 405 410 361 381 323 354 290 331 262 310 237 290 215 273 196 257 179 242 164 229 150 216 138 205 128 195 118 185 109 176 101 168 94 160 88 153 82 146 76 139 71 133 67 128 63

550 550 550 523 550 490 550 460 550 438 516 393 473 345 435 305 402 271 372 241 346 216 322 194 301 175 281 158 264 144 248 131 233 120 220 110 208 101

550 550 550 526 550 490 550 455 550 426 550 406 550 385 507 339 465 298 428 263 395 233 366 208 340 186 317 167 296 151 277 137 259 124

550 548 550 518 536 483 493 427 455 379 422 337 392 302 365 272 341 245 319 222 299 201 281 183 265 167 249 153 236 141 223 130 211 119 200 110 190 102 181 95 173 88 165 82 157 76

550 550 550 520 550 490 550 468 528 430 486 380 449 337 416 301 386 269 360 242 336 218 314 198 295 179 277 163 261 149 246 137 232 125 220 115 208 106 198 98 188 91

550 550 550 523 550 490 550 460 550 438 550 418 526 382 485 337 448 299 415 267 385 239 359 215 335 194 313 175 294 159 276 145 260 132 245 121 232 111

550 548 550 518 550 495 537 464 496 411 459 367 427 328 398 295 371 266 347 241 326 219 306 199 288 182 272 167 257 153 243 141 230 130 218 120 207 111 197 103 188 96 179 89 171 83

550 550 550 520 550 490 550 468 550 448 541 421 500 373 463 333 430 298 401 268 374 242 350 219 328 199 309 181 290 165 274 151 259 139 245 128 232 118 220 109 209 101

550 544 540 511 499 453 462 404 429 362 400 325 373 293 349 266 327 241 308 220 290 201 273 184 258 169 244 155 231 143 219 132 208 122 198 114 189 106 180 98 172 92 164 86 157 80 150 75 144 70

550 548 550 518 550 495 550 474 550 454 512 406 475 364 443 327 413 295 387 267 363 242 341 221 321 202 303 185 286 169 271 156 256 144 243 133 231 123 220 114 209 106 200 99 191 92

24K6

550 544 550 520 543 493 503 439 467 393 435 354 406 319 380 289 357 262 335 239 315 218 297 200 281 183 266 169 252 156 239 144 227 133 216 124 206 115 196 107 187 100 179 93 171 87 164 82 157 77


APPENDIX C

ASD ECONOMY 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 Designation Depth (In.) Approx. Wt (lbs/ft.) Span (ft.)

26K5

16K9

24K7

18K9

26K6

20K9

26K7

22K9

28K6

24K8

18K10

28K7

24K9

26K8

20K10

26

16

24

18

26

20

26

22

28

24

18

28

24

26

20

26

9.8

10

10.1

10.2

10.6

10.8

10.9

11.3

11.4

11.5

11.7

11.8

12

12.1

12.2

12.2

16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56

542 535 502 477 466 427 434 384 405 346 379 314 356 285 334 259 315 237 297 217 280 199 265 183 251 169 238 156 227 145 215 134 205 125 196 116 187 108 179 101 171 95 164 89 157 83 150 78 144 73 139 69 133 65

550 550 550 526 550 490 550 455 550 426 550 406 550 385 550 363 550 346 514 311 474 276 439 246 408 220 380 198 355 178 332 161 311 147

550 544 550 520 550 499 550 479 521 436 485 392 453 353 424 320 397 290 373 265 351 242 331 221 313 203 296 187 281 172 266 159 253 148 241 137 229 127 219 118 209 110 199 103 191 97 183 90 175 85

550 550 550 523 550 490 550 460 550 438 550 418 550 396 550 377 538 354 498 315 463 282 431 254 402 229 376 207 353 188 332 171 312 156 294 143 278 132

550 541 547 519 508 464 473 417 441 377 413 341 387 309 364 282 343 257 323 236 305 216 289 199 274 184 260 170 247 157 235 146 224 136 213 126 204 118 194 110 186 103 178 96 171 90 164 85 157 80 151 75 145 71

550 550 550 520 550 490 550 468 550 448 550 426 550 405 550 389 517 353 482 317 450 286 421 259 395 235 371 214 349 195 329 179 311 164 294 151 279 139 265 129 251 119

550 541 550 522 550 501 527 463 492 417 460 378 432 343 406 312 382 285 360 261 340 240 322 221 305 204 289 188 275 174 262 162 249 150 238 140 227 131 217 122 207 114 199 107 190 100 183 94 175 89 168 83 162 79

550 548 550 518 550 495 550 474 550 454 550 432 550 413 532 387 497 349 465 316 436 287 410 261 386 239 364 219 344 201 325 185 308 170 292 157 278 146 264 135 252 126 240 117 229 109

548 541 511 486 477 439 446 397 418 361 393 329 370 300 349 275 330 252 312 232 296 214 280 198 266 183 253 170 241 158 230 147 220 137 210 128 201 120 192 112 184 105 177 99 170 93 163 88 157 83 151 78 145 74 140 70 135 66

550 544 550 520 550 499 550 479 550 456 536 429 500 387 468 350 439 318 413 289 388 264 366 242 346 222 327 205 310 189 294 174 280 161 266 150 253 139 242 130 231 121 220 113 211 106 202 99 194 93

550 550 550 523 550 490 550 460 550 438 550 418 550 396 550 377 550 361 550 347 548 331 511 298 477 269 446 243 418 221 393 201 370 184 349 168 330 154

550 543 550 522 531 486 497 440 466 400 438 364 412 333 389 305 367 280 348 257 329 237 313 219 297 203 283 189 269 175 257 163 245 152 234 142 224 133 214 125 206 117 197 110 189 103 182 97 175 92 168 87 162 82 156 77 151 73

550 544 550 520 550 499 550 479 550 456 550 436 544 419 510 379 478 344 449 313 423 286 399 262 377 241 356 222 338 204 320 189 304 175 290 162 276 151 263 140 251 131 240 122 230 114 220 107 211 101

550 541 550 522 550 501 550 479 544 457 509 413 477 375 448 342 422 312 398 286 376 263 356 242 337 223 320 206 304 191 289 177 275 164 263 153 251 143 240 133 229 125 219 117 210 110 202 103 194 97 186 91 179 86

550 550 550 520 550 490 550 468 550 448 550 426 550 405 550 389 550 375 550 359 533 336 499 304 468 276 440 251 414 229 390 210 369 193 349 178 331 164 314 151 298 140

26K9

550 541 550 522 550 501 550 479 550 459 550 444 519 407 488 370 459 338 433 310 409 284 387 262 367 241 348 223 331 207 315 192 300 178 286 166 273 155 261 145 250 135 239 127 229 119 220 112 211 105 203 99 195 93

145


APPENDIX C

ASD ECONOMY 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 Designation Depth (In.) Approx. Wt. (lbs/ft.) Span (ft.)

30K7

22K10

28K8

28K9

24K10

30K8

30K9

22K11

26K10

28K10

30K10

24K12

30K11

26K12

28K12

30K12

30 12.3

22 12.6

28 12.7

28 13

24 13.1

30 13.2

30 13.4

22 13.8

26 13.8

28 14.3

30 15

24 16

30 16.4

26 16.6

28 17.1

30 17.6

22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60

146

550 543 534 508 501 461 471 420 443 384 418 351 395 323 373 297 354 274 336 253 319 234 303 217 289 202 276 188 263 176 251 164 241 153 230 144 221 135 212 127 203 119 195 112 188 106 181 100 174 94 168 89 162 84 156 80 151 76 146 72 141 69

550 548 550 518 550 495 550 474 550 454 550 432 550 413 550 399 550 385 550 369 517 337 486 307 458 280 432 257 408 236 386 217 366 200 347 185 330 171 314 159 299 148 285 138 272 128

550 543 550 522 550 500 550 480 515 438 484 399 456 364 430 333 406 306 384 282 364 260 346 240 328 222 312 206 297 192 284 179 271 167 259 156 248 146 237 136 227 128 218 120 209 113 201 106 193 100 186 95 179 89 173 85 166 80

550 543 550 522 550 500 550 480 549 463 527 432 496 395 468 361 442 332 418 305 396 282 376 260 357 241 340 224 324 208 309 194 295 181 282 169 270 158 258 148 247 139 237 130 228 123 219 115 210 109 203 103 195 97 188 92 181 87

550 544 550 520 550 499 550 479 550 456 550 436 550 422 550 410 549 393 532 368 502 337 473 308 447 283 423 260 401 240 380 222 361 206 344 191 327 177 312 165 298 154 285 144 272 135 261 126 250 118

550 543 550 520 549 500 520 460 490 420 462 384 436 353 413 325 391 300 371 277 353 256 335 238 320 221 305 206 291 192 278 179 266 168 255 157 244 148 234 139 225 130 216 123 208 116 200 109 192 103 185 98 179 92 173 88 167 83 161 79 156 75

550 543 550 520 549 500 532 468 516 441 501 415 475 383 449 352 426 325 404 300 384 278 365 258 348 240 332 223 317 208 303 195 290 182 277 171 266 160 255 150 245 141 235 133 226 126 218 119 209 112 202 106 195 100 188 95 181 90 175 86 169 81

550 548 550 518 550 495 550 474 550 454 550 432 550 413 550 399 550 385 550 369 549 355 532 334 516 314 494 292 467 269 442 247 419 228 397 211 377 195 359 181 342 168 326 157 311 146

550 541 550 522 550 501 550 479 550 459 550 444 549 431 532 404 516 378 501 356 486 334 460 308 436 284 413 262 393 243 374 225 356 210 339 195 324 182 310 170 296 159 284 149 272 140 261 131 250 124 241 116 231 110

550 543 550 522 550 500 550 480 549 463 532 435 516 410 501 389 487 366 474 344 461 325 447 306 424 284 404 263 384 245 367 228 350 212 334 198 320 186 306 174 294 163 282 153 270 144 260 136 250 128 240 121 232 114 223 108 215 102

550 543 550 520 549 500 532 468 516 441 501 415 487 392 474 374 461 353 449 333 438 315 427 300 413 282 394 263 376 245 359 229 344 214 329 201 315 188 303 177 291 166 279 157 268 148 258 140 249 132 240 125 231 118 223 112 215 106 208 101 201 96

550 544 550 520 550 499 550 479 550 456 550 436 550 422 550 410 549 393 532 368 516 344 501 324 487 306 474 290 461 275 449 261 438 247 427 235 417 224 406 213 387 199 370 185 354 174 339 163 325 153

550 543 550 520 549 500 532 468 516 441 501 415 487 392 474 374 461 353 449 333 438 315 427 300 417 284 407 270 398 258 389 246 380 236 372 226 362 215 347 202 333 190 320 179 308 169 296 159 285 150 275 142 265 135 256 128 247 121 239 115 231 109

550 541 550 522 550 501 550 479 550 459 550 444 549 431 532 404 516 378 501 356 487 334 474 315 461 299 449 283 438 269 427 256 417 244 407 232 398 222 389 212 380 203 369 192 353 180 339 169 325 159 313 150 301 142

550 543 550 522 550 500 550 480 549 463 532 435 516 410 501 389 487 366 474 344 461 325 449 308 438 291 427 277 417 264 407 252 398 240 389 229 380 219 372 210 365 201 357 193 350 185 338 175 325 165 313 156 301 147 290 139 280 132

550 543 550 520 549 500 532 468 516 441 501 415 487 392 474 374 461 353 449 333 438 315 427 300 417 284 407 270 398 258 389 246 380 236 372 226 365 216 357 207 350 199 343 192 336 184 330 177 324 170 312 161 301 153 290 145 280 137 271 130 262 124


APPENDIX D APPENDIX D - FIRE-RESISTANCE RATINGS WITH STEEL JOISTS The Underwriters Laboratories (U.L.) Fire Resistance Directory lists hundreds of assemblies and their fire resistance ratings. The Specifying Professional can choose between numerous Floor-Ceiling and Roof-Ceiling assemblies that include steel joists and Joist Girders. As a convenience, a selected number of assemblies are listed on the following pages. In addition, the Steel Joist Institute’s Technical Digest #10 “Design of Fire Resistive Assemblies with Steel Joists” has a complete listing of steel joist assemblies and additional information about fire ratings. However, the listing that follows and the Technical Digest are intended as a guide only, and the Specifying Professional must refer to the current U.L. Fire Resistance Directory for complete design requirements. Hundreds of fire tests on steel joist-ed assemblies have been conducted at nationally recognized testing laboratories in accordance with ASTM Standard E119, ANSI A2.1/UL 263, and NFPA 251. Because of practical loading restrictions and limitations of furnace dimensions, the vast majority of these tests were run using lightweight joists – normally from 8 inches to 14 inches (203 mm to 356 mm) deep. This practice was advantageous in that it established the minimum acceptable joists at the shallow and lightweight end of the joist load tables. This also resulted in a specified minimum joist designation being listed in the U.L. Fire Resistance Assembly, which is the joist that combines the required minimum depth and minimum weight per foot. Joists of the same series which equal or exceed the specified minimum joist depth and joist weight per foot may be used provided the accessories are compatible. The dimension from the bottom chord of the joists to the ceiling, whether given or calculated, is a minimum. 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:

• Note that the maximum joist spacing shown for FloorCeiling 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 ing the ceiling is not increased. • 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.

• 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.

147


APPENDIX D FLOOR – CEILING ASSEMBLIES WITH MEMBRANE PROTECTION Restrained Assembly Rating

1 Hr.

Concrete Minimum Type Thickness (in.)

Protection Material

Minimum Joist Size

Acoustical

12K1, 18LH02

2.5

10K1

2.5

10K1

2

Exposed Grid

Gypsum Board

10K1

2.5

10K1

2.5

12K1, 18LH02

Gypsum Board

72

20G@14plf * W6 x 12

G205

72

W6 x 12

G208

72

20G@14plf * W6 x 12

G256

48

W8 x 24

G548

20G@13plf W8 x 15

D216

NL

10K1

2.5

24 (48)

10K1

2.5

72

10K1

2

72

10K1

2.5

24 (48)

10K1

2.5

10K1

D219

D219

20G@20plf W8 x 28

D502

20G@13plf W6 x 12

G203

20G@14plf * W6 x 12

G205

W6 x 12

G208 G213

24 (48)

20G@13plf W8 x 31

G228

2

24 (48)

20G@13plf W8 x 24

G229

10K1

2.5

24 (48)

20G@13plf W6 x 12

G243

10K1

2.5

24 (48)

20G@13plf W8 x 31

G268

12K1

2

NS

G502

20G@13plf W8 x 15

D216

NW

NW

24 (48)

LW, NW 12K1, 18LH02

2.5

Gypsum Board

NL

2.25

8K1 2.5

NW

10K1

D219

20G@20plf W8 x 28

D502

24 (48)

W6 x 25

G023

24 (48)

20G@13plf W8 x 20

G031

30 (48)

20G@13plf W10 x 21

G036

20G@13plf W6 x 12

G203

20G@14plf * W6 x 12

G205

NW 10K1

2 Hr.

Exposed Grid

D216

20G@13plf W8 x 15

NW

Acoustical

Concealed Grid

NW

2.5

Gypsum Board

Exposed Grid

NW

UL Design Number

NL

LW, NW

Acoustical

1 1/2 Hr.

LW, NW

Minimum Maximum Joist Primary Spacing (in.) Member

10K1

2.5

24 (48)

10K1

2.5

72

10K1

2.5

10K1

2.5

24 (48)

10K1

2.5

24 (48)

W8 x 31

G227

10K1

2.5

24 (48)

20G@13plf W8 x 31

G228

NW

72

W6 x 12

G208 G213

(Continued Next Page)

148


APPENDIX D FLOOR – CEILING ASSEMBLIES WITH MEMBRANE PROTECTION Restrained Assembly Rating

Protection Material

Minimum Joist Size


10K1

2.5

10K1

2.5

Minimum Maximum Joist Spacing (in.) Primary Member 24 (48)

20G@13plf W8 x 24

G229

24 (48)

20G@13plf W6 x 12

G243

20G@14plf * W6 x 12

G256

NW

Exposed Grid 10K1

2.5

72

10K1

2.5

24 (48)

20G@13plf W8 x 31

G268

10K1

2

24 (48)

NS

G505

10K1

2.5

24 (48)

20G@14plf * W8 x 31

G514

10K1

2.5

24 (48)

20G@13plf W10 x 21

G523

10K1

2.5

24 (48)

20G@13plf W8 x 24

G529

10K1

2.5

24 (48)

20G@13plf W10 x 21

G547

12K1, 18LH02

3.25

NL

20G@13plf W8 x 15

10K1

3.5

24 (48)

20G@13plf W8 x 20

G033

20G@13plf W10 x 21

G036

20G@14plf * W6 x 12

G205

2 Hr.

Gypsum Board

Acoustical

Concealed Grid

LW, NW

D216 D219

10K1

3.25

30 (48)

10K1

3.5

48

10K1

3.5

24 (48)

W6 x 12

G213

24 (48)

20G@13plf W8 x 24

G229

20G@14plf * W6 x 12

G256

3.25

Exposed Grid

NW 10K1

3.5

48

2.63

24 (48)

20G@13plf W8 x 31

G268

10K1

3

24 (48)

20G@13plf W10 x 21

G523

10K1

2.75

24 (48)

20G@13plf W8 x 24

G529

10K1

3

24 (48)

20G@13plf W10 x 21

G547

10K1 (22 ksi max.)

Gypsum Board

NW

NW

10K1 3 Hr.

UL Design Number

NW

* Special Area Requirements NL = Not Listed NS = Not Specified

149


APPENDIX D FLOOR – CEILING ASSEMBLIES WITH SPRAY APPLIED FIRE RESISTIVE MATERIALS Restrained Assembly Rating

Protection Material

Minimum Joist Size NS

2.5

10K1

2.5

10K1

2.5

NS

3.25

LW

2.5

LW

3.5

NW

NS

LW, NW

10K1* 16K6* 16K6 1 Hr.

SAFRM

16K6* 16K6

2.5

LW, NW

3

LW

3.75

NW

2.5

16K6*

2.5

LW, NW

3

LW

3.75

NW

NS

2.5

10K1

2.5 2.5 3.25

LW

3

LW

4

NW

2.5

LW, NW

3.5

LW

4.5

NW

2.5

LW, NW

3.5

LW

4.5

NW

16K6 16K6* 16K6 16K6*

2.5

NS

2.5

16K6* 12K5

NL

W8 x 28

D780 D782 D925

42

20G@20plf W8 x 28

G701

50.5

NS

G702

42

NS

G705

50.5

NS

G706

42

20G@20plf W8 x 28

G708

42

W8 x 28

G709

42

20g@20plf W8 x 24

G801

50.5

NS

G802 D759

NS

16K6*

D779

LW, NW

10K1

10K1*

SAFRM

LW NW

NS

UL Design Number D759

3

2.5

Minimum Maximum Joist Primary Spacing Member

LW, NW

3.75

16K6*

12K1

1 1/2 Hr.


LW, NW

2.5 3.5

LW

4.5

NW

D779 NL

W8 x 28

D780 D782 D925

42

20G@20plf W8 x 28

G701

50.5

NS

G702

42

NS

G705

50.5

NS

G706

42

20G@20plf W8 x 28

G708

42

W8 x 28

G709

42

20G@20plf W8 x 24

G801

50.5

NS

G802 (Continued Next Page)

150


APPENDIX D FLOOR – CEILING ASSEMBLIES WITH SPRAY APPLIED FIRE RESISTIVE MATERIALS Restrained Assembly Rating

Protection Material

Minimum Joist Size NS

2.5

10K1

2.5

10K1

2.5

NS 10K1* 16K6* 16K6 2 Hr.

SAFRM

16K6* 16K6

2.5

LW, NW

4

LW

5.25

NW

2.5

LW,NW

4

LW

5.25

NW

LW, NW

2.5 4

LW

5.25

NW

NS

2.5 2.5

D779 NL

W8 x 28

D780 D782 D925

42

20G@20plf W8 x 28

G701

50.5

NS

G702

42

NS

G705

50.5

NS

G706

42

20G@20plf W8 x 28

G708

42

W8 x 28

G709

42

20G@20plf W8 x 24

G801

50.5

NS

G802 D759 D779

LW, NW

10K1

2.5

NS

3.25

LW

4.19

LW

5.25

NW

NL

W8 x 28

D780 D782 D925

16K6*

NS

42

20G@20plf W8 x 28

G701

16K6*

2.75

42

NS

G705

16K6*

2.75

42

20G@20plf W8 x 28

G708

NS

2.75

42

W8 x 28

G709

42

20G@20plf W8 x 24

G801

NL

W8 x 28

16K6* SAFRM

NW

10K1

10K1*

4 Hr.

4.5

2.5

12K5

SAFRM

LW LW

NS

UL Design Number D759

3.25

2.5

Minimum Maximum Joist Primary Spacing Member

LW, NW

3.25

16K6*

16K6*

3 Hr.


LW, NW

2.75

10K1

2.5

LW, NW

NS

3.25

LW

D779 D782


151


APPENDIX D ROOF – CEILING ASSEMBLIES WITH MEMBRANE PROTECTION Restrained Assembly Rating

Protection Material

Exposed Grid

1 Hr.

Fiber Board

Gypsum Board

Minimum Joist Size

Built Up Roof Deck Material Insulation Description


UL Design Number

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

72

20G@13plf W8 x 17

P214

72

20G@13plf W6 x 12

P225

Fiber Board

12K3

28 MSG Min.

12K1

26 MSG Min.

12K3

24 MSG Min.

Building Units

48

NS

P227

12K3

26 MSG Min.

Fiber Board

72

20G@13plf W6 x 12

P230

12K1

26 MSG Min.

Insulating Concrete

48

20G@14plf * W8 x 15

P231

12K3

24 MSG Min.

Foamed Plastic

72

W8 x 15

P235

10K1

28 MSG Min.

Insulating Concrete

72

20G@13plf W8 x 15

P246

12K5

26 MSG Min.

Fiber Board

48

W6 x 12

P250 P251

12K1

28 MSG Min.

Insulating Concrete

72

20G@13plf W6 x 12

10K1

22 MSG Min.

Fiber Board

72

W6 x 12

P254

10K1

28 MSG Min.

Insulating Concrete

72

W8 x 15

P255

10K1

24 MSG Min.

Fiber Board

72

NS

P259

12K1

28 MSG Min.

Insulating Concrete

72

20G@13plf W6 x 12

P261

12K1

26 MSG Min.

Insulating Concrete

72

20G@14plf * W8 x 15

P264

10K1

Metal Roof Deck s

Batts and Blankets

60

NS

P265

10K1

26 MSG Min.

Fiber Board

48

W6 x 16

P267

10K1

Metal Roof Deck s

Batts and Blankets

60

NS

P268

12K1

26 MSG Min.

Insulating Concrete

72

20G@14plf * W8 x 15

P269

10K1

24 MSG Min.

NS

W6 x 16

P301

10K1

22 MSG Min.

48

NS

P302

10K1

22 MSG Min.

NS

W6 x 16

P303

12K3

26 MSG Min.

Insulating Concrete

60

W8 x 24

P509

12K3

24 MSG Min.

Fiber Board

72

20G@13plf W8 x 13

P510

10K1

20 MSG Min.

Fiber Board

48

NS

P519

Fiber Board


152


APPENDIX D ROOF – CEILING ASSEMBLIES WITH MEMBRANE PROTECTION Restrained Assembly Rating

Protection Material

Minimum Joist Size


P225

48

NS

P227 P230

26 MSG Min.

Fiber Board

72

12K3

24 MSG Min.

Building Units

12K3

26 MSG Min.

Fiber Board

48

20G@13plf W6 x 12

12K1

26 MSG Min.

Insulating Concrete

48

20G@14plf * W8 x 24

P231

12K5

26 MSG Min.

Fiber Board

48

W6 x 12

P250

12K1

28 MSG Min.

Insulating Concrete

72

20G@13plf W6 x 12

P251

10K1

24 MSG Min.

Fiber Board

72

NS

P259

10K1

Metal Roof Deck s

Batts and Blankets

60

NS

P265

10K1

20 MSG Min.

Fiber Board

48

NS

P266

10K1

Metal Roof Deck s

Batts and Blankets

60

NS

P268

12K1

26 MSG Min.

Insulating Concrete

72

20G@14plf * W8 x 24

P269

Fiber Board

10K1

24 MSG Min.

Fiber Board

NS

W6 x 16

P301

Metal Lath

12K5

22 MSG Min.

Fiber Board

72

NS

P404

Gypsum Board

12K3

24 MSG Min.

Fiber Board

72

20G@13plf W8 x 13

P510

10K1

24 MSG Min.

Fiber Board

72

W6 x 12

P237

12K1

28 MSG Min.

Insulating Concrete

72

20G@13plf W6 x 12

P251

10K1

20 MSG Min.

Fiber Board

48

NS

P266

Fiber Board

10K1

24 MSG Min.

Fiber Board

NS

W6 x 16

P301

Metal Lath

12K5

22 MSG Min.

Fiber Board

72

NS

P404

72

20G@13plf

P514

48

NS

P519

66

NS

P520

48

NS

P405

1 1/2 Hr.

Exposed Grid

10K1 Gypsum Board

3 Hr.

UL Design Number

20G@13plf W6 x 12

12K1

Exposed Grid

2 Hr.


Metal Lath

22 MSG Min. 20 MSG Min.

Fiber Board

14K1

26 MSG Min.

Insulating Concrete

10K1

28 MSG Min.

Insulating Concrete


153


APPENDIX D ROOF – CEILING ASSEMBLIES WITH SPRAY APPLIED FIRE RESISTIVE MATERIALS Restrained Assembly Rating

Protection Material

1 Hr.

SAFRM

Minimum Joist Size


Minimum Maximum Joist Spacing (in.) Primary Member

UL Design Number

10K1

22 MSG Min.

Building Units

NS

NS

P822

12K3

22 MSG Min.

Fiber Board

NS

W8 x 20

P824

SAFRM

12K5

28 MSG Min.

Insulating Concrete

96

W6 x 16

P919

SAFRM

10K1

22 MSG Min.

Building Units

NS

W6 x 16

P728

14K4

22 MSG Min.

Fiber Board

NS

20G@13plf W6 x 16

P701

14K4

22 MSG Min.

Fiber Board

NS

20G@13plf W6 x 16

P711

12K3

22 MSG Min.

Foamed Plastic

NS

W6 x 16

P717

10K1

22 MSG Min.

Foamed Plastic

NS

20G@13plf W8 x 28

P725

10K1

22 MSG Min.

Fiber Board

NS

20G@13plf W6 x 16

P726

14K4

22 MSG Min.

Fiber Board

NS

20G@13plf W6 x 16

P734

14K4

22 MSG Min.

Fiber Board

NS

20G@13plf W6 x 16

P736

10K1

22 MSG Min.

Foamed Plastic

NS

W6 x 16

P739

10K1

22 MSG Min.

Fiber Board

NS

W6 x 16

P740

10K1

22 MSG Min.

Foamed Plastic

NS

W6 x 16

P743 P801

1 Hr. and 1-1/2 Hr.

1-1/2 Hr. and 2 Hr.

1 Hr., 1-1/2 Hr. and 2 Hr.

SAFRM

12K3

22 MSG Min.

Fiber Board

NS

20G@13plf W6 x 16

10K1

22 MSG Min.

Fiber Board

NS

20G@13plf W6 x 16

P815

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

12K1

22 MSG Min.

Fiber Board

NS

20G@13plf W8 x 20

P828

10K1

28 MSG Min.

Insulating Concrete

NS

20G@13plf W8 x 10

P902

10K1

28 MSG Min.

Insulating Concrete

NS

W8 x 10

P907

10K1

28 MSG Min.

Insulating Concrete

NS

20G@13plf W8 x 10

P908


154


APPENDIX D ROOF – CEILING ASSEMBLIES WITH SPRAY APPLIED FIRE RESISTIVE MATERIALS Restrained Assembly Rating

Protection Material

Minimum Joist Size


and

28 MSG Min.

Insulating Concrete

NS

W8 x 10

P920

12K5

28 MSG Min.

Insulating Concrete

NS

20G@13plf W8 x 10

P921

10K1

28 MSG Min.

Insulating Concrete

NS

W6 x 16

P922

10K1

28 MSG Min.

Insulating Concrete

NS

20G@13plf W8 x 10

P923

10K1

28 MSG Min.

Insulating Concrete

NS

20G@13plf W8 x 10

P925

12K5

28 MSG Min.

Insulating Concrete

NS

W8 x 10

P926

14K4

28 MSG Min.

Insulating Concrete

NS

20G@13plf W8 x 10

P927

12K5

28 MSG Min.

Insulating Concrete

NS

20G@13plf W8 x 10

P928

12K3

28 MSG Min.

Insulating Concrete

NS

20G@13plf W8 x 10

P929

10K1

28 MSG Min.

Insulating Concrete

NS

W6 x 16

P936

12K3

22 MSG Min.

Foamed Plastic

NS

W6 x 16

P718

12K3

22 MSG Min.

Foamed Plastic

NS

20G@13plf W6 x 16

P720

12K3

22 MSG Min.

Foamed Plastic

NS

W6 x 16

P729

10K1

22 MSG Min.

Foamed Plastic

NS

20G@13plf W6 x 16

P719

10K1

22 MSG Min.

Foamed Plastic

NS

W6 x 16

P722

SAFRM

2 Hr.

2 Hr.

SAFRM

1 Hr., 1-1/2 Hr., 2 Hr.

UL Design Number

10K1

1 Hr., 1-1/2 Hr.


SAFRM

10K1

22 MSG Min.

Foamed Plastic

NS

W6 x 16

P723

and

10K1

22 MSG Min.

Foamed Plastic

NS

W8 x 28

P732

3 Hr.

10K1*,16K2

22 MSG Min.

Foamed Plastic

NS

W6 x 16

P733

10K1*

22 MSG Min.

Foamed Plastic

NS

W6 x 16

P826

* Special Area Requirements NS = Not Specified

155


APPENDIX E APPENDIX E - OSHA SAFETY STANDARDS FOR STEEL ERECTION BAY LENGTH DEFINITIONS

156

BAY LENGTH

BAY LENGTH

JOIST GIRDERS

STEEL BEAM

BAY LENGTH

BAY LENGTH

STEEL CHANNEL

STEEL COLUMN

BAY LENGTH

BAY LENGTH

STEEL COLUMN

STEEL TUBE


APPENDIX E BAY LENGTH

BAY LENGTH

STEEL TUBE

MASONRY OR TILT-UP

BAY LENGTH

BAY LENGTH

MASONRY OR TILT-UP

MASONRY WITH PILASTER

BAY LENGTH

BAY LENGTH

MASONRY OR TILT-UP

MASONRY OR TILT-UP BAY LENGTH

MASONRY WITH FACE BRICK

157


APPENDIX E § 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 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 ed, 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 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 of floors and roofs. This does not include structural steel trusses.

158

Structural steel means a steel member, or a member made of a substitute material (such as, but not limited to, fiberglass, aluminum or composite ). These include, but are not limited to, steel joists, joist girders, purlins, columns, beams, trusses, splices, seats, metal decking, girts, and all bridging, and cold formed metal framing which is integrated with the structural steel framing of a building.

§ 1926.757 OPEN WEB STEEL JOISTS (a) General. (1) Except as provided in paragraph (a)(2) of this section, where steel joists are used and columns are not framed in at least two directions with solid web structural steel , a steel joist shall be field-bolted at the column to provide lateral stability to the column during erection. For the installation of this joist: (i) A vertical stabilizer plate shall be provided on each column for steel joists. The plate shall be a minimum of 6 inch by 6 inch (152 mm by 152 mm) and shall extend at least 3 inches (76 mm) below the bottom chord of the joist with a 13 /16 inch (21 mm) hole to provide an attachment point for guying or plumbing cables. (ii) The bottom chords of steel joists at columns shall be stabilized to prevent rotation during erection. (iii) Hoisting cables shall not be released until the seat at each end of the steel joist is field-bolted, and each end of the bottom chord is restrained by the column stabilizer plate. (2) Where constructibility does not allow a steel joist to be installed at the column: (i) an alternate means of stabilizing joists shall be installed on both sides near the column and shall: (A) provide stability equivalent to paragraph (a)(1) of this section; (B) be designed by a qualified person; (C) be shop installed; and (D) be included in the erection drawings. (ii) hoisting cables shall not be released until the seat at each end of the steel joist is field-bolted and the joist is stabilized. (3) Where steel joists at or near columns span 60 feet (18.3 m) or less, the joist shall be designed with sufficient strength to allow one employee to release the hoisting cable without the need for erection bridging. (4) Where steel joists at or near columns span more than 60 feet (18.3 m), the joists shall be set in tandem with all bridging installed unless an alternative method of erection, which provides equivalent stability to the steel joist, is designed by a qualified person and is included in the site-specific erection plan.


APPENDIX E ▲

(5) A steel joist or steel joist girder shall not be placed on any 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.

(8) Field-bolted joists. (i)

Except for steel joists that have been pre-assembled into s, connections of individual steel joists to steel structures in bays of 40 feet (12.2 m) or more shall be fabricated to allow for field bolting during erection.

(ii) These connections shall be field-bolted unless constructibility does not allow. (9) Steel joists and steel joist girders shall not be used as anchorage points for a fall arrest system unless written approval to do so is obtained from a qualified person. (10) A bridging terminus point shall be established before bridging is installed. (See Appendix C to this subpart.) (b) Attachment of steel joists and steel joist girders. (1) Each end of ‘‘K’’ series steel joists shall be attached to the 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 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 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) s 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 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.

▲

(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.

NOTE: TABLES “A” & “B” HAVE BEEN EDITED TO CONFORM WITH STEEL JOIST INSTITUTE BOLTED DIAGONAL BRIDGING REQUIREMENTS. EDITED ITEMS ARE SHOWN WITH A STRIKE THROUGH NOTATION.

TABLE A. — ERECTION BRIDGING FOR SHORT SPAN JOISTS

Joist Span 8L1 8K1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 10K1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 12K1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 23–0 12K3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 12K5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 14K1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27–0 14K3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 14K4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 14K6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 16K2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29–0 16K3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30–0 16K4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32–0 16K5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32–0 16K6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 16K7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 16K9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 18K3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 31–0 18K4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32–0 18K5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 33–0 18K6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35–0 18K7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 18K9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 18K10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 20K3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 32–0 20K4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34–0 20K5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34–0 20K6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36–0 20K7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39–0 20K9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39–0 20K10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 22K4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 34–0 22K5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35–0 22K6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36–0 22K7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40–0 22K9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40–0 22K10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40–0 NM 22K11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40–0 NM 24K4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36–0 24K5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38–0 24K6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39–0 24K7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43–0 24K8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43–0 24K9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44–0 24K10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 24K12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 26K5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 38–0 26K6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39–0 NM = diagonal bolted bridging not mandatory for joists under 40 feet.

159


APPENDIX E Joist Span 26K7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43–0 26K8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44–0 26K9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45–0 44-0 26K10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49–0 26K12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 28K6 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40–0 28K7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 43–0 28K8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44–0 28K9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45–0 28K10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 49–0 28K12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53–0 30K7 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44–0 30K8 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45–0 30K9 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45–0 30K10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 50–0 30K11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 52–0 30K12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 54–0 10KCS1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 10KCS2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 10KCS3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 12KCS1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 12KCS2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 12KCS3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 14KCS1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 14KCS2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 14KCS3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 16KCS2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 16KCS3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 16KCS4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 16KCS5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 18KCS2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 35–0 18KCS3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 18KCS4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 18KCS5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 20KCS2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36–0 20KCS3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39–0 20KCS4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 20KCS5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 22KCS2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36–0 22KCS3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40–0 22KCS4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 22KCS5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 24KCS2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39–0 24KCS3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44–0 24KCS4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 24KCS5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 26KCS2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 39–0 26KCS3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 44–0 26KCS4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 26KCS5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 28KCS2 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 40–0 28KCS3 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 45–0 28KCS4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53–0 28KCS5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 53–0 30KC53 30KCS3 . . . . . . . . . . . . . . . . . . . . . . . . . . . 45–0 30KCS4 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 54–0 30KCS5 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 54–0 NM = diagonal bolted bridging not mandatory for joists under 40 feet.

160

▲

▲

TABLE A. — ERECTION BRIDGING FOR SHORT SPAN JOISTS (continued)

TABLE B. — ERECTION BRIDGING FOR LONG SPAN JOISTS

Joist Span 18LH02 . . . . . . . . . . . . . . . . . . . . . . . . . . . 33–0 18LH03 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 18LH04 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 18LH05 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 18LH06 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 18LH07 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 18LH08 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 18LH09 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 20LH02 . . . . . . . . . . . . . . . . . . . . . . . . . . . 33–0 20LH03 . . . . . . . . . . . . . . . . . . . . . . . . . . . 38–0 20LH04 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 20LH05 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 20LH06 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 20LH07 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 20LH08 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 20LH09 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 20LH10 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 24LH03 . . . . . . . . . . . . . . . . . . . . . . . . . . . 35–0 24LH04 . . . . . . . . . . . . . . . . . . . . . . . . . . . 39–0 24LH05 . . . . . . . . . . . . . . . . . . . . . . . . . . . 40–0 24LH06 . . . . . . . . . . . . . . . . . . . . . . . . . . . 45–0 24LH07 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 24LH08 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 24LH09 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 24LH10 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 24LH11 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 28LH05 . . . . . . . . . . . . . . . . . . . . . . . . . . . 42–0 28LH06 . . . . . . . . . . . . . . . . . . . . . . . . . . . 42–0 46-0 28LH07 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 54-0 28LH08 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 54-0 28LH09 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 28LH10 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 28LH11 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 28LH12 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 28LH13 . . . . . . . . . . . . . . . . . . . . . . . . . . . NM 32LH06 . . . . . . . . . . . . . . . . . . . . . . . . . . . 47–0 through 60–0 32LH07 . . . . . . . . . . . . . . . . . . . . . . . . . . . 47–0 through 60–0 32LH08 . . . . . . . . . . . . . . . . . . . . . . . . . . . 55–0 through 60–0 32LH09 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM through 60–0 32LH10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM through 60–0 32LH11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM through 60–0 32LH12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM through 60–0 32LH13 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM through 60–0 32LH14 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM through 60–0 32LH15 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM through 60–0 36LH07 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47–0 through 60–0 36LH08 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 47–0 through 60–0 36LH09 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 57–0 through 60–0 36LH10 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM through 60–0 36LH11 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM through 60–0 36LH12 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM through 60–0 36LH13 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM through 60–0 36LH14 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM through 60–0 36LH15 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . NM through 60–0 NM = diagonal bolted bridging not mandatory for joists under 40 feet.


APPENDIX E (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).

(6) When bolted diagonal erection bridging is required by this section, the following shall apply:

(5) When permanent bridging terminus points cannot be used during erection, additional temporary bridging terminus points are required to provide stability. (See appendix C of this subpart.)

(ii) The erection drawing shall be the exclusive indicator of the proper placement of this bridging;

(d) Erection bridging. (1) Where the span of the steel joist is equal to or greater than the span shown in Tables A and B, the following shall apply: (i) A row of bolted diagonal erection bridging shall be installed near the midspan of the steel joist;

(i) The bridging shall be indicated on the erection drawing;

(iii) Shop-installed bridging clips, or functional equivalents, shall be used where the bridging bolts to the steel joists; (iv) When two pieces of bridging are attached to the steel joist by a common bolt, the nut that secures the first piece of bridging shall not be removed from the bolt for the attachment of the second; and (v) Bridging attachments shall not protrude above the top chord of the steel joist.

(ii) Hoisting cables shall not be released until this bolted diagonal erection bridging is installed and anchored; and

(e) Landing and placing loads.

(iii) No more than one employee shall be allowed on these spans until all other bridging is installed and anchored.

(1) During the construction period, the employer placing a load on steel joists shall ensure that the load is distributed so as not to exceed the carrying capacity of any steel joist.

(2) Where the span of the steel joist is over 60 feet (18.3 m) through 100 feet (30.5 m), the following shall apply:

(2) Except for paragraph (e)(4) of this section, no construction loads are allowed on the steel joists until all bridging is installed and anchored and all joist-bearing ends are attached.

(i) All rows of bridging shall be bolted diagonal bridging; (ii) Two rows of bolted diagonal erection bridging shall be installed near the third points of the steel joist; (iii) Hoisting cables shall not be released until this bolted diagonal erection bridging is installed and anchored; and

(3) The weight of a bundle of joist bridging shall not exceed a total of 1,000 pounds (454 kg). A bundle of joist bridging shall be placed on a minimum of three steel joists that are secured at one end. The edge of the bridging bundle shall be positioned within 1 foot (.30 m) of the secured end.

(iv) No more than two employees shall be allowed on these spans until all other bridging is installed and anchored.

(4) No bundle of decking may be placed on steel joists until all bridging has been installed and anchored and all joist bearing ends attached, unless all of the following conditions are met:

(3) Where the span of the steel joist is over 100 feet (30.5 m) through 144 feet (43.9 m), the following shall apply: (i) All rows of bridging shall be bolted diagonal bridging;

(i) The employer has first determined from a qualified person and documented in a site-specific erection plan that the structure or portion of the structure is capable of ing the load;

(ii) Hoisting cables shall not be released until all bridging is installed and anchored; and

(ii) The bundle of decking is placed on a minimum of three steel joists;

(iii) No more than two employees shall be allowed on these spans until all bridging is installed and anchored.

(iii) The joists ing the bundle of decking are attached at both ends;

(4) For steel spanning over 144 feet (43.9 m), the erection methods used shall be in accordance with § 1926.756. (5) Where any steel joist specified in paragraphs (c)(2) and (d)(1), (d)(2), and (d)(3) of this section is a bottom chord bearing joist, a row of bolted diagonal bridging shall be provided near the (s). This bridging shall be installed and anchored before the hoisting cable(s) is released.

(iv) At least one row of bridging is installed and anchored; (v) The total weight of the bundle of decking does not exceed 4,000 pounds (1816 kg); and (vi) Placement of the bundle of decking shall be in accordance with paragraph (e)(5) of this section. (5) The edge of the construction load shall be placed within 1 foot (.30 m) of the bearing surface of the joist end.

161


APPENDIX E ILLUSTRATIONS OF OSHA BRIDGING TERMINUS POINTS (NON-MANDATORY) Guidelines for Complying with OSHA Steel Erection Standard, Paragraph §1926.757(a)(10) and §1926.757(c)(5).

TYP

TYP

HORIZ. BRDG.

HORIZ. BRDG.

LAG WITH SHIELD OR EMBEDDED ANCHOR

HORIZONTAL BRIDGING TERMINUS AT WALL



TYP TYP

HORIZ. BRDG.


162

HORIZ. BRDG.

HORIZONTAL BRIDGING TERMINUS AT STRUCTURAL SHAPE


APPENDIX E

TYP TYP BOLTED CONNECTION


HORIZONTAL BRIDGING TERMINUS AT STRUCTURAL SHAPE WITH OPTIONAL "X-BRIDGING"

BOLTED DIAGONAL BRIDGING TERMINUS AT WALL

TYP

TYP

BOLTED CONNECTION

BOLTED CONNECTION





163


APPENDIX E

TYP

JOISTS PAIR BRIDGING TERMINUS POINT

HORIZONTAL TRUSS WEBBING

TYP

JOISTS PAIR BRIDGING TERMINUS POINT

LOOPED AROUND TOP CHORD

LOOPED AROUND TOP CHORD

INDEPENDENT TEMP. GUY CABLES

INDEPENDENT TEMP. GUY CABLES

HORIZ. BRDG.

POSITIVE ANCHORAGE POINT

HORIZONTAL BRIDGING TERMINUS POINT SECURED BY TEMP. GUY CABLES

164

POSITIVE ANCHORAGE POINT

DIAGONAL BRIDGING TERMINUS POINT SECURED BY TEMP. GUY CABLES


BUSINESS UNITS

www.canamgroup.ws

www.canam.ws

www.canam.ws

www.canaminternational.ws

www.fabsouthllc.com

www.hambro.ws

www.structal.ws

www.structalbridges.ws

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CANAM LISTS A selection of joist design documents is available as able PDFs at www.canam.ws, go to the Documentation Center:

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Joist List Joist Girder List Bridging and Accessories List Take-off Sheet

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CANAM PLANTS AND SALES OFFICES

Canam United States www.canam.ws Maryland Head Office, Plant and Sale Office – AISC, SJI 4010 Clay Street, PO Box 285 Point of Rocks, Maryland 21777-0285 Telephone: 301-874-5141 Toll-free: 1-800-638-4293 Fax: 301-874-5685 Florida Plant and Sales Office – AISC, SJI, SDI 140 South Ellis Road Jacksonville, Florida 32254 Telephone: 904-781-0898 Toll-free: 1-888-781-0898 Fax: 904-781-4090 Missouri Plant and Sales Office – AISC, SJI 2000 West Main Street Washington, Missouri 63090-1008 Telephone: 636-239-6716 Fax: 636-239-1714 Washington Plant and Sales Office – AISC, SJI, ICC 2002 Morgan Road Sunnyside, Washington 98944 Telephone: 509-837-7008 Toll-free: 1-800-359-7308 Fax: 509-839-0383 SALES OFFICES Massachusetts 50 Eastman Street Easton, Massachusetts 02334-1245 Telephone: 508-238-4500 Fax: 508-238-8253 Missouri/Kansas 401 South West Ward Road, Suite 210 Lee’s Summit, Missouri 64081 Telephone: 816-554-6900 Fax: 816-554-6901 Pennsylvania 1401 North Cedar Crest Boulevard, Suite 50 Allentown, Pennsylvania 18104 Telephone: 610-432-1600 Fax: 610-432-6900 Washington 240 North West Gilman Boulevard, Suite G Issaquah, Washington 98027 Telephone: 425-392-2935 Fax: 425-392-3149

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New Jersey Plant and Sales Office – SDI 14 Harmich Road South Plainfield, New Jersey 07080 Telephone: 908-561-3484 Toll-free: 1-800-631-1215 Fax: 908-561-6772 Illinois Plant and Sales Office – SDI 9 Unytite Drive Peru, Illinois 61354 Telephone: 815-224-9588 Fax: 815-224-9590 Florida Plant and Sales Office – AISC, SJI, SDI 140 South Ellis Road Jacksonville, Florida 32254 Telephone: 904-781-0898 Toll-free: 1-888-781-0898 Fax: 904-781-4090

Canam Canada www.canam.ws

Canam Group www.canamgroup.ws

Alberta Plant and Sales Office – BCS, SJI 323 - 53rd Avenue South East Calgary, Alberta T2H 0N2 Telephone: 403-252-7591 Toll-free: 1-866-203-2001 Fax: 403-253-7708

Quebec Head Office 11535, 1re Avenue, bureau 500 Saint-Georges (Québec) G5Y 7H5 Telephone: 418-228-8031 Toll-free: 1-877-499-6049 Fax: 418-228-1750

British Columbia Sales Office 95 Schooner Street Coquitlam, British Columbia V3K 7A8 Telephone: 403-252-7591 Toll-free: 1-866-203-2001 Fax: 604-523-2181

istrative Center 270, chemin Du Tremblay Boucherville (Québec) J4B 5X9 Telephone: 450-641-4000 Toll-free: 1-866-506-4000 Fax: 450-641-4001

New Brunswick Sales Office 95, rue Foundry Heritage Court, Suite 417 Moncton, Nouveau-Brunswick E1C 5H7 Telephone: 506-857-3164 Toll-free: 1-800-210-7833 Fax: 506-857-3253 Ontario Plant and Sales Office – BCS, SJI 1739 Drew Road Mississauga, Ontario L5S 1J5 Telephone: 905-671-3460 Toll-free: 1-800-446-8897 Fax: 905-671-3924 Quebec Management 11505, 1re Avenue, bureau 500 Saint-Georges (Québec) G5Y 7X3 Telephone: 418-228-8031 Toll-free: 1-877-499-6049 Fax: 418-227-5424

www.structalstructure.ws Sales Office, Canada Québec 270, chemin du Tremblay Boucherville (Québec) J4B 5X9 Telephone: 450-641-4000 Toll-free: 1-866-506-4000 Fax: 450-641-4001 Sales Office, United States Maryland 4010 Clay Street, PO Box 285 Point of Rocks, Maryland 21777-0285 Telephone: 301-874-5141 Toll-free: 1-800-638-4293 Fax: 301-874-5075

Plant – ISO 9001:2000, BCS, SJI, AISC, ICCA 115, boulevard Canam Nord Saint-Gédéon-de-Beauce (Québec) G0M 1T0 Telephone: 418-582-3331 Toll-free: 1-888-849-5910 Fax: 418-582-3381 Plant and Sales Office – ISO 9001:2000, BCS, ICCA 200, boulevard Industriel Boucherville (Québec) J4B 2X4 Telephone: 450-641-8770 Toll-free: 1-800-463-1582 Fax: 450-641-8769 Sales Office 270, chemin Du Tremblay Boucherville (Québec) J4B 5X9 Telephone: 450-641-4000 Toll-free: 1-866-466-8769 Fax: 450-641-9585

CERTIFICATION: AISC = American Institute of Steel Construction CISC = Canadian Institute of Steel Construction CWB = Canadian Welding Bureau IAS =

International Accreditation Service

ICC =

International Code Council

ISO =

International Organization for Standardization

SDI =

Steel Deck Institute

SJI =

Steel Joist Institute

MEP-C1Joist SJI S+S-1110_MEP-C1, C4 Joist SJI-USA 16/11/10 8:56 AM Page 1

U.S. Headquarters Point of Rocks 4010 Clay Street, PO Box 285 Point of Rocks, Maryland 21777-0285 Telephone: 301-874-5141 Toll-free: 1-800-638-4293 Fax: 301-874-5685

www.canam.ws

Printed in Canada 11/2010

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