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23A-070 Bar Joist specUG(GLWLRQ 6WDQGDUG6SHFLÀFDWLRQV /RDG7DEOHVDQG:HLJKW7DEOHV )RU6WHHO-RLVWVDQG-RLVW*LUGHUV .6HULHV /+6HULHV '/+6HULHV -RLVW*LUGHUV I .………..1 .………..4 .………..4 .………..5 .………..6 .………..8 .………..9 .………10 .……....12 .…...….14 .…...….15 .……....16 .……....17 …..…...18 ..….…..19 .……....20 .….…...21 ..……...23 ..……...25 ......…...27 ..……...28 ..……...40 ..……...48 ..……...50 ..……...51 ..……...56 ..……...61 ..……...63 ..……...65 ..……...67 ..……...71 ..……...75 ..……...78 CONTENTS Top Chord Extensions and Extended Ends, K-Series………………….……….………… Joist Substitutes and Outriggers, K-Series………………………………….….…………… KCS ASD Load Table - U. S. Customary Units………………………………………..…… Economy Tables, K-Series Introduction………………………………………...………………………………… LRFD K-Series Economy Table - U. S. Customary Units…………......………. ASD K-Series Economy Table - U. S. Customary Units…………….………...… 6. Erection Stability and Handlilng………...……………………………...……… Definition of Span - U. S. Customary Units…………………………………….…….…… K-Series LRFD Load Table - U. S. Customary Units……………….……………...……… K-Series ASD Load Table - U. S. Customary Units………………………….…………… KCS LRFD Load Table - U. S. Customary Units…………………………………………. 5. Application………………………...…………………………………………….. Bottom Bearing Details……………………………………………………………. Approximate Duct Opening Sizes………………………………………..………… STANDARD SPECIFICATIONS Section 1. Scope and Definitions……………………………………………………..…… 2. Reference Specifications, Codes and Standards………..…………...……… 3. Materials………………………………..………………………………………… 4. Design and Manufacture…………………..……………………………....…… K-SERIES ……………………..….… ……...……………….… ………………………. ……………………...…… Sloped Seat Requirements, LH- and DLH-Series…………………….………… Introduction to LH- and DLH-Series………………………….……………………………… Introduction to Composite Joist, CJ-Series………………………..………….…………… Introduction to Joist Girders…………………………………………………………..……… End Anchorage for Uplift……………………………………………..…………...………… Joist Moment of Inertia and Deflection……………………...……………………………… Concentrated Loads at Joist Chords…………………………………………...…………… ACCESSORIES AND DETAILS K-Series Bridging Details………………………………………………...………… LH- and DLH-Series Bridging Details………………………………………..….. Sloped Seat Requirements, K-Series……………………………………………. History………………………………………….…………………...………………………… Policy………………………………………………….………………………………………… Membership……………………………………….…………………………………………… Steel Joist Institute Publications………………………..……………………….…………… Introduction to K-Series…………………………………………..…………………………… ……………....……….. ……..………………….. ………………….…… ……………………...… ………………………. ………………………… …………………………. ………………………… ……………………….… ………………………... ………………………...… ……………………....… ………………………... ………………...………. ……………...……….… ………………….……… ……………………..….. ……………..….…….… …………..………...….… ………………..……..… ……………….…..….. ………………….……… ……………………....… ………………..…..…… …………………….…. ……………….……….… ………………………. ………………………… ………….……………… II …….....83 ..……...84 ..……...86 ..……...88 ..……...99 .……..107 .……..110 .……..111 .……..115 .……..119 .……..123 .……..126 .……..139 .……..140 .……..142 .……..144 .……..152 .……..154 .……..155 .……..166 ……...…….……………….……..177 ……..…….………………….…..179 …………………………… .……..196 ……………………...… .……..197 …………………………. .……..197 …………..…………..….……..198 ………………………...….……..200 …………….……….….….……..202 Section 1. General……………………………………………….…………………………… 2. Joists, Joist Girders and Accessories………………………………...…… 3. Materials………………………….…………………………………………… 4. Inspection……………………………………………………………………… 5. Estimating…………………………………………………………….....……. 6. Plans and Specifications……………………………….…………...…….… 7. Handling and Erection…………………………………………..……...…… 8. Business Relations……………………………………………….………...… FOR STEEL JOISTS AND JOIST GIRDERS 1001. Referenced Specifications, Codes and Standards…….……………. 1002. Materials…………………………………………………………………… 1003. Design and Manufacture………………….………………………..…… 1004. Application………………………………………………………………… 1005. Handling and Erection…………….……………………………………. Joist Girder LRFD Weight Tables - U. S. Customary Units……………...…….………… Joist Girder LRFD Weight Tables - U. S. Customary Units………………………...…...… CODE OF STANDARD PRACTICE ……………….………… ………………………… ……………………...… ………………………... ……………………...… STANDARD SPECIFICATIONS Section 1000. Scope and Definitions…………………………………..……………….… LH-Series ASD Load Table - U. S. Customary Units……………………….………….… DLH-Series LRFD Load Table - U. S. Customary Units…………………..…….………… DLH-Series ASD Load Table - U. S. Customary Units……………………….…………… Weight Tables for Load/Load LH-Series Joists……………………………..……………… JOIST GIRDERS ……………….……...… ……………………….. ……………………….. …………………..……… LH-Series LRFD Load Table - U. S. Customary Units………………………….….……… STANDARD SPECIFICATIONS Section 100. Scope and Definitions………………………………………..……………… 101. Referenced Specifications, Codes and Standards……………..……… 102. Materials………………………………….……….………………………… 103. Design and Manufacture………………………………...…….…………… 104. Application……………………………………………..………………….… 105. Erection Stability and Handling…………………………..……………… Definition of Span - U. S. Customary Units…………………………...…………….……… LH- AND DLH-SERIES ……………………...…… ………………………… ………………...…..… ………………………… …………………….....… …………………….….… …………….…..……… ………………….….... ……………………….… ….…………………….. ……………………..… III Glossary….……..203 .……..209 Bay Length Definitions……..……….…..215 .……..221 .……..221 ..…….226 Standard Specifications for Longspan Steel Joists, LH-Series and Deep Longspan Steel Joists, DLH-Series and Load Tables (SJI-LH/DLH-2010) Standard Specifications for Joist Girders, JG-Series (SJI-JG-2010) …….…….….…………. GLOSSARY APPENDICES Appendix A - Fire-Resistance Ratings……………………………………………….....…………………………………… …………………………………………………………………………………………………………………………. ………………………… …………..……….……. ………..………………. The following documents contained in this catalog have been approved by the American National Standards Institute (ANSI): Standard Specification for Open Web Steel Joists, K-Series and Load Tables (SJI-K-2010) Appendix B - OSHA Steel Erection Standards Part § 1926.751 - Definitions……………………………………………………...……… Part § 1926.757 - Open Web Steel Joists……………….…………………………..… Illustration of OSHA Bridging Terminus Points……………….……….……………… …………………………………………………….…… 1 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. Members of the industry began to organize the Institute, and in 1928 the first standard specifications were adopted, followed in 1929 by the first load table. The joists covered by these early standards were later identified as open web steel joists, SJ-Series. Other landmark adoptions by the Institute include the following: 1953 Introduction of Longspan Steel Joists, L-Series. Specifications and a standard load table, covering spans through 96 feet and depths through 48 inches, were jointly approved with the American Institute of Steel Construction. 1959 Introduction of the S-Series Joists, which replaced the SJ-Series Joists. The allowable tensile stress was increased from 18,000 to 20,000 psi, joist depths were expanded through 24 inches, and spans increased through 48 feet. 1961 (a) Introduction of the J-Series Joists, which replaced the S-Series Joists. The allowable tensile stress was increased from 20,000 psi to 22,000 psi, based on the use of steel with a minimum yield strength of 36,000 psi. (b) Introduction of the LA-Series Joists, which replaced the L-Series Joists. The LA-Series Joists 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. HISTORY 2 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. 1965 Development of a single specification for both the J- and H-Series Joists by the Steel Joist Institute and the American Institute of Steel Construction. 1966 Development and introduction by the SJI and AISC of the LJ-Series Joists, which replaced the LA-Series Joists. Also, the development of a single specification for both the LJ- and the LH-Series Joists, with the use of 36,000 psi minimum yield strength steel for the LJ-Series, and 36,000 psi to 50,000 psi minimum yield strength steel for the LH-Series. 1970 Introduction of the 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 members with highly efficient use of steel. 1986 Introduction of the K-Series Joists, which replaced the H-Series Joists. The reasons for developing the K-Series Joists were: (1) to achieve greater economies by utilizing the Load Span design concept; (2) to meet the demand for roofs with lighter loads at depths from 18 inches to 30 inches; (3) to offer joists whose load carrying capacities at frequently used spans are those most commonly required; (4) to eliminate the very heavy joists in medium depths for which there was little, if any, demand. 3 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. (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 K-Series 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. 2007 Introduction of the CJ-Series Composite Joists, complete with specifications, weight tables and bridging tables, in response to the growing need to have a standard design specification for all member companies producing composite steel joists. 4 2010 (a) Expanded Range of Products Most significant is the extension of the DLH-Series joist range from a maximum of 72 inches deep and 144 feet long to a maximum now of 120 inches deep and 240 feet long. In conjunction with the increased range, the standard camber for spans over 100 feet has been reduced and the LH-/DLH-Series Load Tables have been converted from a “Clearspan” to “Span” basis. An alternate “load/load” method of specifying Longspan joists has been introduced. Changes were also made with regard to Joist Substitutes and Top Chord Extensions. (b) Substantial changes were made to the criteria for the spacing of bridging rows and the design of bridging. The changes make the criteria more cohesive between K-Series and LH- Series joists. (c) A number of changes were made relative to bearing seat and end anchorage conditions, primarily incremental criteria rather than one standard for LH-/DLH-Series joists due to the broad range. In addition, design responsibilities are better defined and additional options for masonry bearing conditions are permitted. (d) Several design criteria or checks that were already being performed but had not been shown in the specifications, are now included. These include node shear, girder top chord transverse bending, and weld design criteria. Based on SJI research, new criteria for crimped end angle webs have been applied. (e) The Code of Standard Practice is updated with more discussion of the options available when specifying joist for non-uniform loads. 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. SJI Member companies complying with the above conditions shall be licensed to publish the appropriate copyrighted SJI Specifications, Load Tables and Weight Tables. MEMBERSHIP Membership is 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. Membership requirements differ as described below. POLICY MEMBERSHIP 5 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 verify 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 manufacture 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 NONMEMBERS The Institute's facilities for checking the design of K-, LH-, and DLH-Series Joists or Joist Girders are available on a cost basis. The Steel Joist Institute does not check joist designs for specific construction projects. Manufacturing to Institute Specifications is the responsibility of the individual manufacturer. 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 upcoming Education opportunities in your area. A. Catalog of Standard Specifications, Load Tables and Weight Tables and Code of Standard Practice for Steel Joists and Joist Girders B. Catalog of Standard Specifications for Composite Steel Joists, Weight Tables, Bridging Tables and Code of Standard Practice (CJ-Series) STEEL JOIST INSTITUTE PUBLICATION 6 C. The following TECHNICAL DIGESTS are also available from the Institute: No. 3 Structural Design of Steel Joist Roofs to Resist Ponding Loads (2007) No. 5 Vibration of Steel Joist - Concrete Slab Floors (1988) No. 6 Structural Design of Steel Joist Roofs to Resist Uplift Loads (2011) No. 8 Welding of Open Web Steel Joists (2008) No. 9 Handling and Erection of Steel Joists and Joist Girders (2008) No. 10 Design of Fire Resistive Assemblies (2003) No. 11 Design of Joist Girder Frames (2007) No. 12 Evaluation and Modification of Open Web Steel Joists and Joist Girders (2007) D. 80-Year CD Open Web Steel Joist Construction (1928-2008) E. Vibration Computer Program (upcoming in 2011) F. SJI DVD – Design of Open Web Steel Joists (2010) G. SJI Video No. 2 – The Safe Erection of Steel Joists and Joist Girders (2001) INTRODUCTION TO K-SERIES Open Web Steel Joists, K-Series, were primarily developed to provide structural support for floors and roofs of buildings. They possess the following advantages and features which have resulted in their wide use and acceptance throughout the United States and other countries. First and foremost, they are economical. For many types of buildings, no other products or methods for supporting floors and roofs can compete with steel joists. The advantages listed in the following paragraphs all contribute to the overall economy of using Open Web Steel Joists. K-Series are light in weight – they possess an exceptionally high strength-to-weight ratio in comparison with other building materials. Coupled with their low price per pound, they contribute significantly to lower building costs. An additional economy stemming from their light weight is the fact that the structural materials supporting the joists, such as beams and Joist Girders, columns, and the foundations themselves, can therefore be lighter, thus leading to even greater economies. Open Web Steel Joists represent unitized construction. Upon arrival at the job site, the joists are ready immediately for proper installation. No forming, pouring, curing, or stripping is required. Furthermore, their light weight makes the erection procedure simple and fast. K-Series Joists are standardized regarding depths, spans, and load-carrying capacities. There are 63 separate designations in the Load Tables, representing joist depths from 10 inches (254 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. Seat depths deeper than 2 ½” (64 mm) can also be specified. INTRODUCTION TO K-SERIES 7 The open webs in the joists permit the ready passage and concealment of pipes, ducts and electric conduits within the depth of the floor. In high rise buildings this can result in a 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 A, 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. 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. When conditions such as this arise, a KCS- Series (K-Series Constant Shear) joist may be a good option. KCS-Series Joists are designed in accordance with the Standard Specification for K-Series Joists with a few unique advantages. KCS- Series joist advantages: 1. Provides a versatile K-Series Joist that can be easily specified to support uniform and non- uniform loads plus concentrated loads applied at panel points. 2. Eliminate many repetitive load diagrams required on contract documents and allow some flexibility of load locations. KCS-Series joist chords are designed for a flat positive moment envelope. The moment capacity is constant at all interior panels. All webs are designed for a vertical shear equal to the specified shear capacity and interior webs will be designed for 100% stress reversal. 8 Both LRFD and ASD KCS-Series joist load tables list the shear and moment capacity of each joist. The selection of a KCS-Series Joist requires the specifying professional to calculate the maximum moment and shear imposed and select the appropriate KCS- Series Joist. For the proper handling of concentrated and/or varying loads, see Section 2.3 in the Code of Standard Practice for Steel Joists and Joist Girders. INTRODUCTION TO LH- and DLH-SERIES Longspan and Deep Longspan Steel Joists are relatively light weight shop-manufactured steel trusses. Longspan Steel Joists are used in the direct support of floor or roof slabs or decks between walls, beams, and main structural members. Deep Longspan Steel Joists are used for the direct support of roof slabs or decks between walls, beams, and main structural members. The LH- and DLH-Series have been designed for the purpose of extending the use of joists to spans and loads in excess of those covered by Open Web Steel Joists, K-Series. Longspan Series Joists have been standardized in depths from 18 inches (457 mm) through 48 inches (1219 mm), for spans through 96 feet (29,260 mm). Deep Longspan Series Joists have been standardized in depths from 52 inches (1321 mm) through 120 inches (3048 mm), for spans up through 240 feet (73,152 mm). 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 LH- and 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 through 25. All Longspan and Deep Longspan Steel Joists are manufactured with standardized camber as given in Table 103.6-1. For the proper handling of concentrated and/or varying loads, see Section 2.3 in the Code of Standard Practice for Steel Joists and Joist Girders. INTRODUCTION TO LH - and DLH - SERIES 9 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 CJ-SERIES Open Web Composite Steel Joists, CJ-Series, were developed to provide structural support for floors and roofs which incorporate an overlying concrete slab while also allowing the steel joist and slab to act together as an integral unit after the concrete has adequately cured. The CJ-Series Joists are capable of supporting larger floor or roof loadings due to the attachment of the concrete slab to the top chord of the composite joist. Shear connection between the concrete slab and steel joist is typically made by the welding of shear studs thru the steel deck to the underlying CJ-Series Composite Steel Joist. Parallel Chords, Underslung Parallel Chords, Square Ends Top Chord Pitched One Way, Underslung Top Chord Pitched One Way, Square Ends Top Chord Pitched Two Ways, Underslung Top Chord Pitched Two Ways, Square Ends INTRODUCTION TO CJ-SERIES 10 CJ-Series joists can provide an economical alternative to K-, KCS-, or LH-Series joists when taking into account overall costs. Some potential advantages may include those listed below: 1. Reductions in overall floor to floor height of the structure. 2. Maximum span-to-depth ratios of 30 permit the use of shallower joists for any given span. 3. Efficient composite design makes it possible to span greater distances. This results in larger column spacing, thus increasing the rental value of floor space. 4. Composite Steel Joists can be more efficient than other series dependent on loading and span due to a potential reduction in the joist weight for any given joist depth. Lighter weight joists translate into potentially lighter weight columns and reduced foundation costs. 5. Live load deflections are significantly reduced. With the overlying concrete slab locked to the steel joist, the resulting composite action provides a stiffer floor system. 6. Efficient erection of the CJ-Series joist system reduces construction time and permits early occupancy of the building. Wider joist spacing reduces the number of joists to be erected and fireproofed. The composite joist designation is determined by its nominal depth, the letters “CJ”, followed by the total uniform composite load, uniform composite live load, and finally the uniform composite dead load. Composite Steel Joists are furnished with parallel chords with either under-slung or square ends and act as pinned-pinned members. For specifications, load tables, and additional information to determine if CJ-Series may be suitable for your project, please refer to the latest edition of the Steel Joist Institute Standard Specifications for Composite Steel Joists. INTRODUCTION TO JOIST GIRDERS Joist Girders are open web steel trusses used as primary framing members. They are designed as simple spans supporting equally spaced concentrated loads for a floor or roof system. These concentrated loads are considered to act at the panel points of the Joist Girders. Joist Girders have been designed to allow for a growing need for longer span primary members, coupled with a need for more efficient steel usage. These members have been standardized in the 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 support 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 support, it shall be made only after the application of the dead loads. The Joist Girder is then no longer simply supported and the system must be investigated for INTRODUCTION TO JOIST GIRDERS 11 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 pass 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 supporting the concentrated panel point loads shown. Please note that the weight of the Joist Girder must be included in the panel point load (See Code of Standard Practice for Steel Joists and Joist Girders, Section 2.3 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 panel point load in kips (unfactored); L = Joist Girder length in feet; and d = effective depth of the Joist Girder in inches, or, IJG = 0.3296 NPLd: where N = number of joist spaces; P = Total panel 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 contacted 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”. 12 For wind uplift conditions it is the responsibility of the specifying professional to specify the wind uplift forces and the attachment of the joist or Joist Girder seat to the supporting element. It is the responsibility of the joist manufacturer to design the joist seat for the specified uplift. See Section 6.1(b) of the SJI Code of Standard Practice. Welded Anchorage The strength of the joist bearing seat for an uplift loading combination is a function of both the joist seat thickness and length of the end anchorage welds. The minimum end anchorage welds from the SJI Specifications may not develop the full capacity of the joist seat assembly for the specified uplift resistance. Where appropriate, a longer end anchorage weld length aids the joist manufacturer in providing an economical design of the joist bearing seat. The joist manufacturer will provide a seat of sufficient thickness and strength to resist the specified uplift end reaction. To aid in the design and efficiency of the joist bearing seat, it is suggested that the minimum weld lengths of the Specification be increased by one inch whenever there is a net uplift load case, and there is sufficient bearing length to place the longer weld. For a K-Series joist, the minimum weld size and length is (2) 1/8” x 2” long, and the minimum required bearing length (on steel) is 2-1/2”. Where uplift is present and the bearing length is at least 3”, specifying a one inch longer anchorage weld, (2) 1/8” x 3”, will allow the joist manufacturer to engage more of the seat length for uplift resistance and provide a more economical seat design. For an LH/DLH-Series joist, SJI recommends the same as K-Series, to increase the weld length by 1”. The minimum bearing lengths for LH/DLH- joists are such that there should be sufficient bearing length for the longer weld. Table 1 below demonstrates these suggestions. TABLE 1 JOIST SERIES and MINIMUM SUGGESTED INCREASED SECTION NUMBER FILLET WELD WELD LENGTH K-Series (2) 1/8" x 2" (2) 1/8" x 3" * LH-Series, 02-06 (2) 3/16" x 2" (2) 3/16" x 3" LH/DLH-Series, 07-17 (2) 1/4" x 2" (2) 1/4" x 3" DLH-Series, 18-25 (2) 1/4" x 4" * The minimum bearing length on steel for K-Series joists is 2 1/2", so weld length should be increased only where bearing length is available. END ANCHORAGE FOR UPLIFT 13 Bolted Anchorage Typically, joists and Joist Girders with bolted end anchorage also require a final connection by welding in order to provide lateral stability to the supporting member. However, only the bolts are relied on to provide uplift anchorage. The bolt type and diameter designated by the specifying professional shall provide sufficient tensile strength to resist the specified uplift end reaction. Higher strength bolts than the minimums required by the SJI Specification may be required. If the bearing seats are detailed for a bolted connection, bolts shall be installed. If the bolts are not installed, an equivalent welded connection may be permitted by the specifying professional, provided the weld is deposited in the slot on the side farthest from the edge of the seat. Additional weld required to meet that specified for the welded connection shall be placed at a location on the seat away from the outer edge of the slot as shown in Figure 1. ________________________________ Figure 1 For additional information on uplift, see SJI Technical Digest 6. 14 The moment of inertia of K-Series and LH/DLH- series joists in the load table can be estimated using the following equations: IJ = 26.767 (W) (L3) (10-6) ASD, US Customary Units with W in plf and L = Span – 0.33 in feet IJ = 2.6953 (W) (L3) (10-5) ASD, Metric Units with W in kN/m and L = Span -102 in mm The equations shown above provide an approximate “gross” moment of inertia, not including the effects of shear deformation. An open web steel joist can be expected to have approximately 15 percent more deformation than a solid web member. When a conventional beam formula is used to calculate joist deflection, a factor of 1.15 should be applied to account for the web shear deformation. Example: Find the Inertia for a 24K7 @ 40’-0”: SJI tables 253 / 148 IJ = 26.767 (W) (L3) (10-6) where W = RED figure in the Load Table and L = (Span - 0.33) in feet. IJ = 26.767(148) (40 - 0.33)3(10-6) = 247 in4 Compute Joist Deflection: Increase deflection 15% to account for shear deformation in webs. (1.15)(5WL4/384EI) (1.15)(5)(148/12) [(40 - 0.33) x 12)]4 / [(384)(29 x 10-6) ( 247)] = 1.32” Verify the RED number represents the joist loading that produces L/360 deflection L/360 = (40 - 0.33) x 12/360 = 1.32” The 15 percent approximation also applies to the deflection equations when using the Joist Girder moment of Inertia equations. For a Load/Load LH-Series joist type, the Weight Table includes an estimated moment of inertia value, so an equation is not needed for approximation. JOIST MOMENT OF INERTIA AND DEFLECTION 15 TYPICAL JOIST REINFORCEMENT AT CONCENTRATED LOADS AS SPECIFIED EACH END - TYP.POINT LOADPANEL POINT POINT LOAD PANEL POINTCLFIELD INSTALLED MEMBER BRACE, EACH SIDE NOT BY JOIST MANUFACTURER LC CL LC Although standard K-Series, including KCS-Series, and standard LH-Series joists are designed specifically to support uniformly distributed loads applied to the top chord, research conducted by the Steel Joist Institute, using second-order inelastic analysis, has demonstrated that the localized accumulation of uniform design loads of up to 100 pounds within any top or bottom chord panel has a negligible effect on the overall performance of the joist, provided that the load is applied to both chord angles in a manner which does not induce torsion on the chords. Concentrated loads in excess of 100 pounds or which do not meet the criteria outlined above must be applied at joist panel points or field strut members must be utilized as shown in the detail above. Joist manufacturers can provide a specially designed joist with the capability to take point loads without the added members if this requirement and the exact location and magnitude of the loads are shown on the contract drawings. Also, the manufacturer can consider the worst case for both the shear and bending moment for a traveling load with no specific location. When a traveling load is specified, the contract drawings should indicate whether the load is to be applied at the top or bottom chord, and at any panel point, or at any point with the local bending effects considered. For additional information see SJI Code of Standard Practice, Section 2.3 – Specifying Design Loads. CONCENTRATED LOADS AT JOIST CHORDS For nominal concentrated loads between panel points, which have been accounted for in the specified uniform design loads, a “strut” to transfer the load to a panel point on the opposite chord shall not be required, provided the sum of the concentrated loads within a chord panel does not exceed 100 pounds and the attachments are concentric to the chord. 16 $&&(6625,(6$1''(7$,/6 17 $&&(6625,(6$1''(7$,/6 18 ACCESSORIES AND DETAILS 19 ACCESSORIES AND DETAILS 20 648$5((1'('%27720%($5,1*648$5((1'('%27720%($5,1*648$5((1'('%27720%($5,1*648$5((1'('%27720%($5,1* 86(67$1'$5'6-,&5,7(5,$)25%($5,1* $'',7,21$/52:2);%5,'*,1*5(48,5('1($56833257 :KHQHYHUMRLVWVDUHERWWRPFKRUGEHDULQJGLDJRQDOFURVVEULGJLQJPXVWEHLQVWDOOHGIURPMRLVWWRMRLVWDWRUQHDUWKHEHDULQJORFDWLRQWRSURYLGHDGGLWLRQDOODWHUDOHUHFWLRQVWDELOLW\ 1R1R1R1RWHWHWHWH-RLVWFRQILJXUDWLRQDQGPHPEHUVL]HPD\YDU\ &$17,/(9(5('%27720%($5,1*&$17,/(9(5('%27720%($5,1*&$17,/(9(5('%27720%($5,1*&$17,/(9(5('%27720%($5,1* 648$5((1'648$5((1'648$5((1'648$5((1' 86(67$1'$5'6-,&5,7(5,$)25%($5,1* $'',7,21$/52:2);%5,'*,1*5(48,5('1($5(1'$'',7,21$/52:2);%5,'*,1*5(48,5('1($56833257 %$</(1*7+)8//'(37+&$17,/(9(5('(1' 7KHZHLJKWRIZDOOVVLJQDJHIDVFLDHWFVXSSRUWHGDWWKHHQGRIDFDQWLOHYHUVTXDUHHQGPXVWEHVKRZQRQWKHFRQWUDFWGUDZLQJVWREHSURSHUO\FRQVLGHUHGLQWKHMRLVWGHVLJQ 1RWH1RWH1RWH1RWH-RLVWFRQILJXUDWLRQDQGPHPEHUVL]HPD\YDU\ $&&(6625,(6$1''(7$,/6$&&(6625,(6$1''(7$,/6ACCESSORIES AND DETAILS 21 APPROXIMATE DUCT OPENING SIZES JOIST ROUND SQUARE RECTANGLE DEPTH 10 INCHES 5 INCHES 4 x 4 INCHES 3 x 7 INCHES 12 INCHES 7 INCHES 5 x 5 INCHES 3 X 8 INCHES 14 INCHES 8 INCHES 6 X 6 INCHES 5 X 9 INCHES 16 INCHES 8 INCHES 6 X 6 INCHES 5 X 9 INCHES 18 INCHES 9 INCHES 7 X 7 INCHES 5 X 9 INCHES 20 INCHES 10 INCHES 8 X 8 INCHES 6 X 11 INCHES 22 INCHES 10 INCHES 9 X 9 INCHES 7 X 11 INCHES 24 INCHES 12 INCHES 10 X 10 INCHES 7 X 13 INCHES 28 INCHES 15 INCHES* 12 X 12 INCHES* 9 X 18 INCHES* 28 INCHES 16 INCHES* 13 X 13 INCHES* 9 X 18 INCHES* 30 INCHES 17 INCHES* 14 X 14 INCHES* 10 X 18 INCHES* SPECIFYING PROFESSIONAL MUST INDICATE ON STRUCTURAL DRAWINGS SIZE AND LOCATION OF ANY DUCT THAT IS TO PASS THRU JOIST. THIS DOES NOT INCLUDE ANY FIREPROOFING ATTACHED TO JOIST. FOR DEEPER LH- AND DLH- SERIES JOISTS, CONSULT MANUFACTURER. *FOR ROD WEB CONFIGURATION, THESE WILL BE REDUCED. CONSULT MANUFACTURER. ACCESSORIES AND DETAILS ACCESSORIES AND DETAILS Notes: 22 23 American National Standard SJI-K-2010 Adopted by the Steel Joist Institute November 4, 1985 Revised to May 18, 2010, Effective December 31, 2010 1.1 SCOPE The Standard Specification for Open Web Steel Joists, K-Series, hereafter referred to as the Specification, covers the design, manufacture, application, and erection stability and handling of Open Web Steel Joists K-Series in buildings or other structures, where other structures are defined as those structures designed, manufactured, and erected in a manner similar to buildings. K-Series joists shall be designed using Allowable Stress Design (ASD) or Load and Resistance Factor Design (LRFD) in accordance with this Specification. Steel joists shall be erected in accordance with the Occupational Safety and Health Administration (OSHA), U.S. Department of Labor, Code of Federal Regulations 29CFR Part 1926 Safety Standards for Steel Erection, Section 1926.757 Open Web Steel Joists. The KCS joists; Joist Substitutes, K-Series; and Top Chord Extensions and Extended Ends, K-Series are included as part of this Specification. This Specification includes Sections 1 through 6. 1.2 DEFINITION The term "Open Web Steel Joists K-Series”, as used herein, refers to open web, load-carrying members utilizing hot- rolled or cold-formed steel, including cold-formed steel whose yield strength has been attained by cold working, suitable for the direct support of floors and roof slabs or deck. The K-Series Joists have been standardized in depths from 10 inches (254 mm) through 30 inches (762 mm), for spans up through 60 feet (18288 mm). The maximum total safe uniformly distributed load-carrying capacity of a K-Series Joist is 550 plf (8.02 kN/m) in ASD or 825 plf (12.03 kN/m) in LRFD. The K-Series standard joist designations are determined by their nominal depth, followed by the letter “K”, and then by the chord size designation assigned. The chord size designations range from 01 to 12. Therefore, as a performance based specification, the K-Series standard joist designations listed in the following Standard Load Tables shall support the uniformly distributed loads as provided in the appropriate tables: Standard LRFD Load Table Open Web Steel Joists, K-Series – U.S. Customary Units Standard ASD Load Table Open Web Steel Joists, K-Series – U.S. Customary Units And the following Standard Load Tables published electronically at www.steeljoist.org/loadtables Standard LRFD Load Table Open Web Steel Joists, K-Series – S.I. Units Standard ASD Load Table Open Web Steel Joists, K-Series – S.I. Units Two standard types of K-Series Joists are designed and manufactured. These types are underslung (top chord bearing) or square-ended (bottom chord bearing), with parallel chords. STANDARD SPECIFICATION FOR OPEN WEB STEEL JOISTS, K-SERIES SECTION 1. SCOPE AND DEFINITIONS 24 American National Standard SJI-K-2010 A KCS Joist shall be designed in accordance with this Specification based on an envelope of moment and shear capacity, rather than uniform load capacity, to support uniform plus concentrated loads or other non-uniform loads. The KCS Joists have been standardized in depths from 10 inches (254 mm) through 30 inches (762 mm), for spans up through 60 feet (18288 mm). The maximum total safe uniformly distributed load-carrying capacity of a KCS Joist is 550 plf (8.02 kN/m) in ASD or 825 plf (12.03 kN/m) in LRFD. The KCS Joists standard designations are determined by their nominal depth, followed by the letters “KCS”, and then by the chord size designation assigned. The chord size designations range from 1 to 5. Therefore, as a performance based specification, the KCS Joists standard designations listed in the following Standard Load Tables shall provide the moment capacity and shear capacity as listed in the appropriate tables: Standard LRFD Load Table for KCS Open Web Steel Joists – U.S. Customary Units Standard ASD Load Table for KCS Open Web Steel Joists – U.S. Customary Units And the following Standard Load Tables published electronically at www.steeljoist.org/loadtables Standard LRFD Load Table for KCS Open Web Steel Joists – S.I. Units Standard ASD Load Table for KCS Open Web Steel Joists – S.I. Units A Joist Substitute, K-Series, shall be designed in accordance with this Specification to support uniform loads when the span is less than 10 feet (3048 mm) where an open web configuration becomes impractical. The Joist Substitutes, K- Series have been standardized as 2.5 inch (64 mm) deep sections for spans up through 10’-0” (3048 mm). The maximum total safe uniformly distributed load-carrying capacity of a Joist Substitute is 550 plf (8.02 kN/m) in ASD or 825 plf (12.03 kN/m) in LRFD. The Joist Substitutes, K-Series standard designations are determined by their nominal depth, i.e. 2.5, followed by the letter “K” and then by the chord size designation assigned. The chord size designations range from 1 to 3. Therefore, as a performance based specification, the Joist Substitutes, K-Series standard designations listed in the following Load Tables shall support the uniformly distributed loads as provided in the appropriate tables: LRFD Simple Span Load Table for 2.5 Inch K-Series Joist Substitutes – U.S. Customary Units ASD Simple Span Load Table for 2.5 Inch K-Series Joist Substitutes – U.S. Customary Units LRFD Outriggers Load Table for 2.5 Inch K–Series Joist Substitutes – U.S. Customary Units ASD Outriggers Load Table for 2.5 Inch K–Series Joist Substitutes – U.S. Customary Units And the following Load Tables published electronically at www.steeljoist.org/loadtables LRFD Simple Span Load Table for 64 mm K-Series Joist Substitutes – S.I. Units ASD Simple Span Load Table for 64 mm K-Series Joist Substitutes – S.I. Units LRFD Outriggers Load Table for 64 mm K-Series Joist Substitutes – S.I. Units ASD Outriggers Load Table for 64 mm K-Series Joist Substitutes – S.I. Units A Top Chord Extension or Extended End, K-Series, shall be a joist accessory that shall be designed in accordance with this Specification to support uniform loads when one or both ends of an underslung joist needs to be cantilevered beyond its bearing seat. The Top Chord Extensions and Extended Ends, K-Series have been standardized as an “S” Type (top chord angles extended only) and an “R” Type (top chord and bearing seat angles extended), respectively. The maximum total safe uniformly distributed load-carrying capacity of either an “R” or “S” Type extension is 550 plf (8.02 kN/m) in ASD or 825 plf (12.03 kN/m) in LRFD. Standard designations for the “S” Type range from S1 to S12 for spans from 0’-6” to 4’-6” (152 to 1372 mm). Standard designations for the “R” Type range from R1 to R12 for spans from 0’-6” to 6’-0” (152 to 1829 mm). Therefore, as a performance based specification, the “S” Type Top Chord Extensions and “R” Type Extended Ends listed in the following Standard Load Tables shall support the uniformly distributed loads as provided in the appropriate tables: LRFD Top Chord Extension Load Table (S Type) – U.S. Customary Units ASD Top Chord Extension Load Table (S Type) – U.S. Customary Units 25 American National Standard SJI-K-2010 LRFD Top Chord Extension Load Table (R Type) – U.S. Customary Units ASD Top Chord Extension Load Table (R Type) – U.S. Customary Units And the following Standard Load Tables published electronically at www.steeljoist.org/loadtables LRFD Top Chord Extension Load Table (S Type) – S.I. Units ASD Top Chord Extension Load Table (S Type) – S.I. Units LRFD Top Chord Extension Load Table (R Type) – S.I. Units ASD Top Chord Extension Load Table (R Type) – S.I. Units 1.3 STRUCTURAL DESIGN DRAWINGS AND SPECIFICATIONS The design drawings and specifications shall meet the requirements in the Code of Standard Practice for Steel Joists and Joist Girders, except for deviations specifically identified in the design drawings and/or specifications. SECTION 2. REFERENCED SPECIFICATIONS, CODES AND STANDARDS 2.1 REFERENCES American Institute of Steel Construction, Inc. (AISC) ANSI/AISC 360-10 Specification for Structural Steel Buildings American Iron and Steel Institute (AISI) ANSI/AISI S100-2007 North American Specification for Design of Cold-Formed Steel Structural Members ANSI/AISI S100-07/S1-09, Supplement No. 1 to the North American Specification for the Design of Cold-Formed Steel Structural Members, 2007 Edition ANSI/AISI S100-07/S2-10, Supplement No. 2 to the North American Specification for the Design of Cold-Formed Steel Structural Members, 2007 Edition American Society of Testing and Materials, ASTM International (ASTM) ASTM A6/A6M-09, Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling ASTM A36/A36M-08, Standard Specification for Carbon Structural Steel ASTM A242/242M-04 (2009), Standard Specification for High-Strength Low-Alloy Structural Steel ASTM A307-07b, Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength ASTM A325/325M-09, Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi [830 MPa] Minimum Tensile Strength ASTM A370-09ae1, Standard Test Methods and Definitions for Mechanical Testing of Steel Products ASTM A500/A500M-07, Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes ASTM A529/A529M-05, Standard Specification for High-Strength Carbon-Manganese Steel of Structural Quality 26 American National Standard SJI-K-2010 ASTM A572/A572M-07, Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel ASTM A588/A588M-05, Standard Specification for High-Strength Low-Alloy Structural Steel, up to 50 ksi [345 MPa] Minimum Yield Point, with Atmoshperic Corrosion Resistance ASTM A606/A606M-09, Standard Specification for Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric Corrosion Resistance ASTM A992/A992M-06a, Standard Specification for Structural Steel Shapes ASTM A1008/A1008M-09, Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardenable ASTM A1011/A1011M-09a, Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High- Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength American Welding Society (AWS) AWS A5.1/A5.1M-2004, Specification for Carbon Steel Electrodes for Shielded Metal Arc Welding AWS A5.5/A5.5M:2006, Specification for Low-Alloy Steel Electrodes for Shielded Metal Arc Welding AWS A5.17/A5.17M-97:R2007, Specification for Carbon Steel Electrodes and Fluxes for Submerged Arc Welding AWS A5.18/A5.18M:2005, Specification for Carbon Steel Electrodes and Rods for Gas Shielded Arc Welding AWS A5.20/A5.20M:2005, Specification for Carbon Steel Electrodes for Flux Cored Arc Welding AWS A5.23/A5.23M:2007, Specification for Low-Alloy Steel Electrodes and Fluxes for Submerged Arc Welding AWS A5.28/A5.28M:2005, Specification for Low-Alloy Steel Electrodes and Rods for Gas Shielded Arc Welding AWS A5.29/A5.29M:2005, Specification for Low Alloy Steel Electrodes for Flux Cored Arc Welding 2.1 OTHER REFERENCES The following are non-ANSI Standards documents and as such, are provided solely as sources of commentary or additional information related to topics in this Specification. American Society of Civil Engineers (ASCE) SEI/ASCE 7-10 Minimum Design Loads for Buildings and Other Structures Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926 Safety Standards for Steel Erection; Final Rule, §1926.757 Open Web Steel Joists - January 18, 2001, Washington, D.C. Steel Joist Institute (SJI) SJI-COSP-2010, Code of Standard Practice for Steel Joists and Joist Girders Technical Digest No. 3 (2007), Structural Design of Steel Joist Roofs to Resist Ponding Loads Technical Digest No. 5 (1988), Vibration of Steel Joist-Concrete Slab Floors Technical Digest No. 6 (2011), Structural Design of Steel Joist Roofs to Resist Uplift Loads Technical Digest No. 8 (2008), Welding of Open Web Steel Joists and Joist Girders Technical Digest No. 9 (2008), Handling and Erection of Steel Joists and Joist Girders Technical Digest No. 10 (2003), Design of Fire Resistive Assemblies with Steel Joists Technical Digest No. 11 (2007), Design of Lateral Load Resisting Frames Using Steel Joists and Joist Girders Technical Digest No. 12 (2007), Evaluation and Modification of Open-web Steel Joists and Joist Girders 27 American National Standard SJI-K-2010 Steel Structures Painting Council (SSPC) (2000), Steel Structures Painting Manual, Volume 2, Systems and Specifications, Paint Specification No. 15, Steel Joist Shop Primer, May 1, 1999, Pittsburgh, PA. 3.1 STEEL The steel used in the manufacture of K-Series Joists shall conform to one of the following ASTM Specifications: x Carbon Structural Steel, ASTM A36/A36M. x High-Strength Low-Alloy Structural Steel, ASTM A242/A242M. x Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes, ASTM A500/A500M. x High-Strength Carbon-Manganese Steel of Structural Quality, ASTM A529/A529M. x High-Strength Low-Alloy Columbium-Vanadium Structural Steel, ASTM A572/A572M. x High-Strength Low-Alloy Structural Steel up to 50 ksi [345 MPa] Minimum Yield Point with Atmospheric Corrosion Resistance, ASTM A588/A588M. x Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric Corrosion Resistance, ASTM A606/A606M. x Structural Steel Shapes, ASTM A992/A992M. x Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardenable, ASTM A1008/A1008M. x Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra High Strength, ASTM A1011/A1011M. or shall be of suitable quality ordered or produced to other than the listed specifications, provided that such material in the state used for final assembly and manufacture is weldable and is proved by tests performed by the producer or manufacturer to have the properties specified in Section 3.2. 3.2 MECHANICAL PROPERTIES Steel used for K-Series Joists shall have a minimum yield strength determined in accordance with one of the procedures specified in this section, which is equal to the yield strength* assumed in the design. *The term "Yield Strength" as used herein shall designate the yield level of a material as determined by the applicable method outlined in paragraph 13.1 “Yield Point”, and in paragraph 13.2 “Yield Strength”, of ASTM A370, Standard Test Methods and Definitions for Mechanical Testing of Steel Products, or as specified in paragraph 3.2 of this specification. Evidence that the steel furnished meets or exceeds the design yield strength shall, if requested, be provided in the form of an affidavit or by witnessed or certified test reports. For material used without consideration of increase in yield strength resulting from cold forming, the specimens shall be taken from as-rolled material. In the case of material, the mechanical properties of which conform to the requirements of one of the listed specifications, the test specimens and procedures shall conform to those of such specifications and to ASTM A370. SECTION 3. MATERIALS 28 American National Standard SJI-K-2010 In the case of material, the mechanical properties of which do not conform to the requirements of one of the listed specifications, the test specimens and procedures shall conform to the applicable requirements of ASTM A370, and the specimens shall exhibit a yield strength equal to or exceeding the design yield strength and an elongation of not less than (a) 20 percent in 2 inches (51 millimeters) for sheet and strip, or (b) 18 percent in 8 inches (203 millimeters) for plates, shapes and bars with adjustments for thickness for plates, shapes and bars as prescribed in ASTM A36/A36M, A242/A242M, A500/A500M, A529/A529M, A572/A572M, A588/A588M, A992/A992M whichever specification is applicable, on the basis of design yield strength. The number of tests shall be as prescribed in ASTM A6/A6M for plates, shapes, and bars; and ASTM A606/A606M, A1008/A1008M and A1011/A1011M for sheet and strip. If as-formed strength is utilized, the test reports shall show the results of tests performed on full section specimens in accordance with the provisions of the AISI North American Specifications for the Design of Cold-Formed Steel Structural Members. They shall also indicate compliance with these provisions and with the following additional requirements: a) The yield strength calculated from the test data shall equal or exceed the design yield strength. b) Where tension tests are made for acceptance and control purposes, the tensile strength shall be at least 8 percent greater than the yield strength of the section. c) Where compression tests are used for acceptance and control purposes, the specimen shall withstand a gross shortening of 2 percent of its original length without cracking. The length of the specimen shall be not greater than 20 times the least radius of gyration. d) If any test specimen fails to pass the requirements of the subparagraphs (a), (b), or (c) above, as applicable, two retests shall be made of specimens from the same lot. Failure of one of the retest specimens to meet such requirements shall be the cause for rejection of the lot represented by the specimens. 3.3 PAINT The standard shop paint is intended to protect the steel for only a short period of exposure in ordinary atmospheric conditions and shall be considered an impermanent and provisional coating. When specified, the standard shop paint shall conform to one of the following: a) Steel Structures Painting Council Specification, SSPC No. 15. b) Or, shall be a shop paint which meets the minimum performance requirements of the above listed specification. 4.1 METHOD Joists shall be designed in accordance with this specification as simply-supported, trusses supporting a floor or roof deck so constructed as to brace the top chord of the joists against lateral buckling. Where any applicable design feature is not specifically covered herein, the design shall be in accordance with the following specifications: a) Where the steel used consists of hot-rolled shapes, bars or plates use the American Institute of Steel Construction, Specification for Structural Steel Buildings. b) For members which are cold-formed from sheet or strip steel, use the American Iron and Steel Institute, North American Specification for the Design of Cold-Formed Steel Structural Members. SECTION 4. DESIGN AND MANUFACTURE 272727 29 American National Standard SJI-K-2010 Design Basis: Steel joist designs shall be in accordance with the provisions in this Standard Specification using Load and Resistance Factor Design (LRFD) or Allowable Strength Design (ASD) as specified by the specifying professional for the project. Loads, Forces and Load Combinations: The loads and forces used for the steel joist design shall be calculated by the specifying professional in accordance with the applicable building code and specified and provided on the contract drawings. The load combinations shall be specified by the specifying professional on the contract drawings in accordance with the applicable building code or, in the absence of a building code, the load combinations shall be those stipulated in SEI/ASCE 7. For LRFD designs, the load combinations in SEI/ASCE 7, Section 2.3 apply. For ASD designs, the load combinations in SEI/ASCE 7, Section 2.4 apply. 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 IFn where fu = required stress ksi (MPa) Fn = nominal stress ksi (MPa) I = resistance factor IFn = design stress Design Using Allowable Strength Design (ASD) Joists shall have their components so proportioned that the required stresses, f, shall not exceed Fn / : where f = required stress ksi (MPa) Fn = nominal stress ksi (MPa) : = safety factor Fn/: = allowable stress Stresses: For Chords: The calculation of design or allowable stress shall be based on a yield strength, Fy, of the material used in manufacturing equal to 50 ksi (345 MPa). For all other joist elements: The calculation of design or allowable stress shall be based on a yield strength, Fy, of the material used in manufacturing, but shall not be less than 36 ksi (250 MPa) or greater than 50 ksi (345 MPa). Note: Yield strengths greater than 50 ksi shall not be used for the design of any joist members. (a) Tension: It = 0.90 (LRFD), :t = 1.67 (ASD) Design Stress = 0.9Fy (LRFD) (4.2-1) Allowable Stress = 0.6Fy (ASD) (4.2-2) (b) Compression: Ic = 0.90 (LRFD), :c = 1.67 (ASD) Design Stress = 0.9Fcr (LRFD) (4.2-3) Allowable Stress = 0.6Fcr (ASD) (4.2-4) 282828 30 American National Standard SJI-K-2010 For members with yQFE71.4rkd" y F QF cr F658.0QF e y »»» ¼ º ««« ¬ ª ¸¹ ·¨© § (4.2-5) For members with yQFE4.71rk!" Fcr = 0.877Fe (4.2-6) Where: Fe = Elastic buckling stress determined in accordance with Equation 4.2-7 2 2 e rk EF ¸¹ ·¨© § S " (4.2-7) In the above equations, " is taken as the distance in inches (millimeters) between panel points for the chord members and the appropriate length for a compression or tension web member, and r is the corresponding least radius of gyration of the member or any component thereof. E is equal to 29,000 ksi (200,000 MPa). For hot-rolled sections and cold formed angles, Q is the full reduction factor for slender compression members as defined in the AISC Specification for Structural Steel Buildings except that when the first primary compression web member is a crimped-end angle member, whether hot-rolled or cold formed:. Q = [5.25/(w/t)] + t d 1.0 (4.2-8) Where: w = angle leg length, inches t = angle leg thickness, inches or, Q = [5.25/(w/t)] + (t/25.4) d 1.0 (4.2-9) Where: w = angle leg length, millimeters t = angle leg thickness, millimeters For all other cold-formed sections the method of calculating the nominal compression strength is given in the AISI, North American Specification for the Design of Cold-Formed Steel Structural Members. 31 American National Standard SJI-K-2010 (c) Bending: Ib = 0.90 (LRFD), :b = 1.67 (ASD) Bending calculations are to be based on using the elastic section modulus. For chords and web members other than solid rounds: Fn = Fy Design Stress = Ib Fn = 0.9Fy (LRFD) (4.2-10) Allowable Stress = Fn/:b = 0.6Fy (ASD) (4.2-11) For web members of solid round cross section: Fn = 1.6 Fy Design Stress = Ib Fn = 1.45Fy (LRFD) (4.2-12) Allowable Stress = Fn/:b = 0.95Fy (ASD) (4.2-13) For bearing plates used in joist seats: Fn = 1.5 Fy Design Stress = Ib Fn = 1.35Fy (LRFD) (4.2-14) Allowable Stress = Fn/:b = 0.90Fy (ASD) (4.2-15) (d) Weld Strength: Shear at throat of fillet welds, flare bevel groove welds, partial joint penetration groove welds, and plug/slot welds: Nominal Shear Stress = Fnw = 0.6Fexx (4.2-16) LRFD: Iw = 0.75 Design Shear Strength = IRn = IwFnw A = 0.45Fexx Aw (4.2-17) ASD: :w = 2.0 Allowable Shear Strength = Rn/:w = FnwA/:w = 0.3Fexx Aw (4.2-18) Made with E70 series electrodes or F7XX-EXXX flux-electrode combinations Fexx = 70 ksi (483 MPa) Made with E60 series electrodes or F6XX-EXXX flux-electrode combinations Fexx = 60 ksi (414 MPa) Aw = effective throat area, where: For fillet welds, Aw = effective throat area, (other design methods demonstrated to provide sufficient strength by testing shall be permitted to be used); For flare bevel groove welds, the effective weld area is based on a weld throat width, T, where: T (inches) = 0.12D + 0.11 (4.2-19) Where: D = web diameter, inches or, T (mm) = 0.12D + 2.8 (4.2-20) Where: D = web diameter, mm For plug/slot welds, Aw = cross-sectional area of the hole or slot in the plane of the faying surface provided that the hole or slot meets the requirements of the American Institute of Steel Construction Specification for Structural Steel Buildings (and as described in SJI Technical Digest No. 8, “Welding of Open-Web Steel Joists and Joist Girders”). 32 American National Standard SJI-K-2010 Strength of resistance welds and complete-joint-penetration groove or butt welds in tension or compression (only when the stress is normal to the weld axis) is equal to the base metal strength: It = Ic = 0.90 (LRFD) :t = :c = 1.67 (ASD) Design Stress = 0.9Fy (LRFD) (4.2-21) Allowable Stress = 0.6Fy (ASD) (4.2-22) 4.3 MAXIMUM SLENDERNESS RATIOS The slenderness ratios, 1.0 "/r and 1.0 "s /r of members as a whole or any component part shall not exceed the values given in Table 4.3-1, Parts A. The effective slenderness ratio, k"/r to be used in calculating the nominal stresses, Fcr and Fƍe, is the largest value as determined from Table 4.3-1, Parts B and C. In compression members when fillers or ties are used, they shall be spaced so that the "s/rz ratio of each component does not exceed the governing "/r ratio of the member as a whole. The terms used in Table 4.3-1 are defined as follows: " = length center-to-center of panel points, except " = 36 inches (914 millimeters) for calculating "/ry of top chord member, in. (mm) or the appropriate length for a compression or tension web member, in. (mm). "s = maximum length center-to-center between panel point and filler (tie), or between adjacent fillers (ties), in. (mm). rx = member radius of gyration in the plane of the joist, in. (mm). ry = member radius of gyration out of the plane of the joist, in. (mm). rz = least radius of gyration of a member component, in. (mm). Compression web members are those web members subject to compressive axial loads under gravity loading. Tension web members are those web members subject to tension axial loads under gravity loading, and which may be subject to compressive axial loads under alternate loading conditions, such as net uplift. For top chords, the end panel(s) are the panels between the bearing seat and the first primary interior panel point comprised of at least two intersecting web members. 33 American National Standard SJI-K-2010 TABLE 4.3-1 MAXIMUM AND EFFECTIVE SLENDERNESS RATIOS Description k"/rx K"/ry k"/rz k"s/rz I TOP CHORD INTERIOR PANELS A. The slenderness ratios, 1.0"/r and 1.0"s/r, of members as a whole or any component part shall not exceed 90. B. The effective slenderness ratio, k"/r, to determine Fcr where k is: 1. With fillers or ties 1.0 0.94 --- 1.0 2. Without fillers or ties --- --- 1.0 --- 3. Single component members 1.0 0.94 --- --- C. For bending, the effective slenderness ratio, k"/r, to determine eFc where k is: 1.0 --- --- --- II TOP CHORD END PANELS, ALL BOTTOM CHORD PANELS A. The slenderness ratios, 1.0"/r and 1.0"s/r, of members as a whole or any component part shall not exceed 120 for Top Chords, or 240 for Bottom Chords. B. The effective slenderness ratio, k"/r, to determine Fcr where k is: 1. With fillers or ties 1.0 0.94 --- 1.0 2. Without fillers or ties --- --- 1.0 --- 3. Single component members 1.0 0.94 --- --- C. For bending, the effective slenderness ratio, k"/r, to determine eFc where k is: 1.0 --- --- --- III TENSION WEB MEMBERS A. B. The slenderness ratios, 1.0"/r and 1.0"s/r, of members as a whole or any component part shall not exceed 240. For end web members subject to compression, the effective slenderness ratio, k"/r, to determine Fcr where k is: 1. With fillers or ties 1.0 1.0 --- 1.0 2. Without fillers or ties --- --- 1.0 --- 3. Single component members 0.8 0.8 --- --- IV COMPRESSION WEB MEMBERS A. The slenderness ratios, 1.0 "/r and 1.0"s/r, of members as a whole or any component part shall not exceed 200. B. The effective slenderness ratio, k"/r, to determine Fcr where k is: 1. With fillers or ties 1.0 1.0 --- 1.0 2. Without fillers or ties --- --- 1.0 --- 3. Single component members 1.0 1.0 --- --- 34 American National Standard SJI-K-2010 4.4 MEMBERS (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: ¸¸¹ ·¨¨© §t / GGU MMEU\", in. (4.4-1a) ¸¸¹ ·¨¨© §t / GGU MMEU\", mm (4.4-1b) or, U EU\"t (4.4-2) Where: dj is the steel joist depth, in. (mm) L is the design length for the joist, ft. (m) ry is the out-of-plane radius of gyration of the top chord, in. (mm) "br is the spacing in inches (millimeters) between lines of bridging as specified in Section 5.4(c). The top chord shall be considered as stayed laterally by the floor slab or roof deck when attachments are in accordance with the requirements of Section 5.8(e) of these specifications. The top chord shall be designed for only axial compressive stress when the panel length,", does not exceed 24 inches (609 mm). When the panel length exceeds 24 inches (609 mm), the top chord shall be designed as a continuous member subject to combined axial and bending stresses and shall be so proportioned that: For LRFD: at the panel point: ybuauF9.0ffd (4.4-3) at the mid panel: for, 2.0F f crc au tI , )4 ) I I& ) I \EHF DX EXP FUF DX d »»»»» ¼ º ««««« ¬ ª I»»¼ º ««¬ ª ¸¸¹ · ¨¨© § I I (4.4-4) 35 American National Standard SJI-K-2010 for, 2.0F f crc au I , )4 ) I I& ) I \EHF DX EXP FUF DX d »»»»» ¼ º ««««« ¬ ª I»»¼ º ««¬ ª ¸¸¹ · ¨¨© § I ¸¸ ¹ ·¨¨ © § I (4.4-5) fau = Pu/A = Required compressive stress, ksi (MPa) Pu = Required axial strength using LRFD load combinations, kips (N) 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 "/r as defined in Section 4.2(b), Cm = 1 - 0.3 fau/IF’e for end panels Cm = 1 - 0.4 fau/IF’e for interior panels Fy = Specified minimum yield strength, ksi (MPa) Fƍe = 2 2 /xrK E " S , ksi (MPa) Where " is the panel length, in inches (millimeters), as defined in Section 4.2(b) and rx is the radius of gyration about the axis of bending. Q = Form factor defined in Section 4.2(b) A = Area of the top chord, in.2 (mm2) For ASD: at the panel point: ybaF6.0ffd (4.4-6) at the mid panel: for, 2.0F f a a t , 4)) I I& ) I EH D EP D D d »»»»» ¼ º ««««« ¬ ª »»¼ º ««¬ ª ¸¸ ¹ ·¨¨ © § (4.4-7) 36 American National Standard SJI-K-2010 for 2.0F f a a , 4)) I I& ) I EH D EP D D d »»»»» ¼ º ««««« ¬ ª »»¼ º ««¬ ª ¸¸¹ ·¨¨© § ¸¸ ¹ ·¨¨ © § (4.4-8) fa = P/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, k-in (N-mm) Fa = Allowable axial compressive stress based on "/r as defined in Section 4.2(b), ksi (MPa) Fb = Allowable bending stress; 0.6Fy, ksi (MPa) Cm = 1 - 0.50 fa/F’e for end panels Cm = 1 - 0.67 fa/F’e for interior panels The top chord and bottom chord shall be designed such that at each joint: fvmod Ivfn (LRFD, I = 1.00) (4.4-9) fvmod fn/:v (ASD, : = 1.50) (4.4-10) Where: fn = nominal shear stress = 0.6Fy, ksi (MPa) ft = axial stress = P/A, ksi (MPa) fv = shear stress = V/bt, ksi (MPa) fvmod = modified shear stress = 2/12 v 2 t21 f4f b = length of vertical part(s) of cross section, in. (mm) t = thickness of vertical part(s) of cross section, in. (mm) It shall not be necessary to design the top chord and bottom chord for the modified shear stress when a round bar web member is continuous through a joint. The minimum required shear Section 4.4(b) (25 percent of the end reaction) shall not be required when evaluating Equation 4.4-9 or 4.4-10. KCS Joist chords shall be designed for a flat positive bending moment envelope where the moment capacity is constant at all interior panels. The top chord end panel(s) is designed for an axial load based on the force in the first tension web resulting from the specified shear. A uniform load of 550 plf (8020 N/m) in ASD or 825 plf (12030 N/m) in LRFD shall be used to check bending in the end panel(s). (b) Web The vertical shears to be used in the design of the web members shall be determined from full uniform loading, but such vertical shears shall be not less than 25 percent of the end reaction. Due consideration shall be given to the effect of eccentricity. The effect of combined axial compression and bending shall be investigated using the provisions of Section 4.4(a), letting Cm = 0.4 when bending due to eccentricity produces reversed curvature. 37 American National Standard SJI-K-2010 Interior vertical web members used in modified Warren type web systems shall be designed to resist the gravity loads supported by the member plus an additional axial load of ½ of 1.0 percent of the top chord axial force. KCS Joist web forces shall be determined based on a flat shear envelope. All webs shall be designed for a vertical shear equal to the specified shear capacity. In addition, all webs shall be designed for 100 percent stress reversal except for the first tension web which will remain in tension under all simple span gravity loads. (c) Joist Extensions Joist extensions are defined as one of three types, top chord extensions (TCX), extended ends, or full depth cantilevers. Design criteria for joist extensions shall be specified using one of the following methods: (1) A Top chord extension (TCX), extended end, or full depth cantilevered end shall be designed for the load from the Standard Load Tables based on the design length and designation of the specified joist. In the absence of other design information, the joist manufacturer shall design the joist extension for this loading as a default. (2) A loading diagram shall be provided for the top chord extension, extended end, or full depth cantilevered end. The diagram shall include the magnitude and location of the loads to be supported, as well as the appropriate load combinations. (3) Joist extensions shall be specified using extension designations found in the Top Chord Extension Load Table (S Type) for TCXs or the Top Chord Extension Load Table (R Type) for extended ends. Any deflection requirements or limits due to the accompanying loads and load combinations on the joist extension shall be provided by the specifying professional, regardless of the method used to specify the extension. Unless otherwise specified, the joist manufacturer shall check the extension for the specified deflection limit under uniform live load acting simultaneously on both the joist base span and the extension. The joist manufacturer shall consider the effects of joist extension loading on the base span of the joist. This includes carrying the design bending moment due to the loading on the extension into the top chord end panel(s), and the effect on the overall joist chord and web axial forces. In the case of a K-Series Standard Type ‘R’ Extended End or ‘S’ TCX, the design bending moment is defined as the tabulated extension section modulus (S) multiplied by the appropriate allowable (ASD) or design (LRFD) flexural stress. Bracing of joist extensions shall be clearly indicated on the structural drawings. 4.5 CONNECTIONS (a) Methods Joist connections and splices shall be made by attaching the members to one another by arc or resistance welding or other accredited methods. (1) Welded Connections a) Selected welds shall be inspected visually by the manufacturer. Prior to this inspection, weld slag shall be removed. b) Cracks are not acceptable and shall be repaired. c) Thorough fusion shall exist between weld and base metal for the required design length of the weld; such fusion shall be verified by visual inspection. d) Unfilled weld craters shall not be included in the design length of the weld. e) Undercut shall not exceed 1/16 inch (2 mm) for welds oriented parallel to the principal stress. 38 American National Standard SJI-K-2010 f) The sum of surface (piping) porosity diameters shall not exceed 1/16 inch (2 mm) in any 1 inch (25 mm) of design weld length. g) Weld spatter that does not interfere with paint coverage is acceptable. (2) Welded Connections for Crimped-End Angle Web Members The connection of each end of a crimped angle web member to each side of the chord shall consist of a weld group made of more than a single line of weld. The design weld length shall include, at minimum, an end return of two times the nominal weld size. (3) 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 and Joist Girders.) (4) Weld Inspection by Outside Agencies (See Section 5.12 of this specification) The agency shall arrange for visual inspection to determine that welds meet the acceptance standards of Section 4.5(a)(1) above. Ultrasonic, X-Ray, and magnetic particle testing are inappropriate for joists due to the configurations of the components and welds. (b) Strength (1) Joint Connections - Joint connections shall develop the maximum force due to any of the design loads, but not less than 50 percent of the strength of the member in tension or compression, whichever force is the controlling factor in the selection of the member. (2) Shop Splices - Shop splices shall be permitted to occur at any point in chord or web members. Splices shall be designed for the member force, but not less than 50 percent of the member strength. All component parts comprising the cross section of the chord or web member (including reinforcing plates, rods, etc.) at the point of the splice, shall develop an ultimate tensile force of at least 1.2 times the product of the yield strength and the full design area of the chord or web. The “full design area” is the minimum required area such that the required stress will be less than the design (LRFD) or allowable (ASD) stress. (c) Eccentricity Members connected at a joint shall have their centroidal axes meet at a point whenever possible. Between joist ends where the eccentricity of a web member is less than 3/4 of the over-all dimension, measured in the plane of the web, of the largest member connected, the additional bending stress from this eccentricity shall be permitted to be neglected in the joist design. Otherwise, due consideration shall be given to the effect of eccentricity. The eccentricity of any web member shall be the perpendicular distance from the centroidal axis of that web member to the point on the centroidal axis of the chord which is vertically above or below the intersection of the centroidal axis of the web member(s) forming the joint. Joist ends shall be proportioned to resist bending produced by eccentricity at the support. 39 American National Standard SJI-K-2010 4.6 CAMBER Joists shall have approximate camber in accordance with the following: TABLE 4.6-1 Top Chord Length Approximate Camber 20'-0Ǝ (6096 mm) 1/4Ǝ (6 mm) 30'-0Ǝ (9144 mm) 3/8Ǝ (10 mm) 40'-0Ǝ (12192 mm) 5/8Ǝ (16 mm) 50'-0Ǝ (15240 mm) 1Ǝ (25 mm) 60'-0Ǝ (18288 mm) 1 1/2Ǝ (38 mm) 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 Members Each manufacturer shall, at the time of design review by the Steel Joist Institute, verify by tests that the design, in accordance with Sections 4.1 through 4.5 of this specification, will provide the theoretical strength of critical members. Such tests shall be evaluated considering the actual yield strength of the members of the test joists. Material tests for determining mechanical properties of component members shall be conducted. (c) Tests of Joints and Connections Each manufacturer shall, at the time of design review by the Steel Joist Institute, verify by shear tests on representative joints of typical joists that connections will meet the provision of Section 4.5(b). Chord and web members shall be permitted to be reinforced for such tests. (d) In-Plant Inspections Each manufacturer shall verify their ability to manufacture K-Series Joists through periodic In-Plant Inspections. Inspections shall be performed by an independent agency approved by the Steel Joist Institute. The frequency, manner of inspection, and manner of reporting shall be determined by the Steel Joist Institute. The plant inspections are not a guarantee of the quality of any specific joists; this responsibility lies fully and solely with the individual manufacturer. 40 American National Standard SJI-K-2010 5.1 USAGE This specification shall apply to any type of structure where floors and roofs are to be supported directly by steel joists installed as hereinafter specified. Where joists are used other than on simple spans under uniformly distributed loading as prescribed in Section 4.1, they shall be investigated and modified when necessary to limit the required stresses to those listed in Section 4.2. When a rigid connection of the bottom chord is to be made to a column or other structural support, the joist is then no longer simply supported, and the system shall be investigated for continuous frame action by the specifying professional. The magnitude and location of all loads and forces shall be provided on the structural drawings. The specifying professional shall design the supporting structure, including the design of columns, connections, and moment plates*. This design shall account for the stresses caused by lateral forces and the stresses due to connecting the bottom chord to the column or other structural support. The designed detail of a rigid type connection and moment plates shall be shown on the structural drawings by the specifying professional. The moment plates shall be furnished by other than the joist manufacturer. *For further reference, refer to Steel Joist Institute Technical Digest 11, “Design of Lateral Load Resisting Frames Using Steel Joists and Joist Girders.” 5.2 SPAN The span of a joist shall not exceed 24 times its depth. 5.3 END SUPPORTS (a) Masonry and Concrete A K-Series Joist end supported by masonry or concrete shall bear on steel bearing plates and shall be designed as steel bearing. Due consideration of the end reactions and all other vertical or lateral forces shall be taken by the specifying professional in the design of the steel bearing plate and the masonry or concrete. The ends of K-Series Joists shall extend a distance of not less than 4 inches (102 mm) over the masonry or concrete support unless it is deemed necessary to bear less than 4 inches (102 mm) over the support. Special consideration shall then be given to the design of the steel bearing plate and the masonry or concrete by the specifying professional. K-Series Joists shall be anchored to the steel bearing plate and shall bear a minimum of 2 1/2 inches (64 mm) on the plate. The steel bearing plate shall be located not more than 1/2 inch (13 mm) from the face of the wall, otherwise special consideration shall then be given to the design of the steel bearing plate and the masonry or concrete by the specifying professional. When the specifying professional requires the joist reaction to occur at or near the centerline of the wall or other support, then a note shall be placed on the contract drawings specifying this requirement and the specified bearing seat depth shall be increased accordingly. If the joist reaction is to occur more than 2 1/2 inches (64 mm) from the face of the wall or other support, the minimum seat depth shall be 2 1/2 inches (64 mm) plus a dimension equal to the distance the joist reaction is to occur beyond 2 1/2 inches (64 mm). The steel bearing plate shall not be less than 6 inches (152 mm) wide perpendicular to the length of the joist. The plate is to be designed by the specifying professional and shall be furnished by other than the joist manufacturer. SECTION 5. APPLICATION 41 American National Standard SJI-K-2010 (b) Steel Due consideration of the end reactions and all other vertical and lateral forces shall be taken by the specifying professional in the design of the steel support. The ends of K-Series Joists shall extend a distance of not less than 2 ½ inches (64 millimeters) over the steel supports. 5.4 BRIDGING Top and bottom chord bridging is required and shall consist of one or both of the following types. (a) Horizontal Horizontal bridging shall consist of continuous horizontal steel members. The ratio of unbraced length to least radius of gyration, "/r, of the bridging member shall not exceed 300, where " is the distance in inches (mm) between attachments, and r is the least radius of gyration of the bridging member. (b) Diagonal Diagonal bridging shall consist of cross-bracing with a "/r ratio of not more than 200, where " is the distance in inches (millimeters) between connections and r is the least radius of gyration of the bracing member. Where cross-bracing members are connected at their point of intersection, the " distance shall be taken as the distance in inches (millimeters) between connections at the point of intersection of the bracing members and the connections to the chord of the joists. (c) Quantity and Spacing Bridging shall be properly spaced and anchored to support the decking and the employees prior to the attachment of the deck to the top chord. The maximum spacing of lines of bridging, "brmax shall be the lesser of, \MMEUPD[U/ GG¸¸¹ ·¨¨© § ", in. (5.4-1a) \MMEUPD[U/ GG¸¸¹ ·¨¨© § ", mm (5.4-1b) or, \EUPD[U " (5.4-2) Where: dj is the steel joist depth, in. (mm) L is the Joist Span length, ft. (m) ry is the out-of-plane radius of gyration of the top chord, in. (mm) The number of rows of top chord bridging shall not be less than as shown in Bridging Tables 5.4-1 and 5.4-2 and the spacing shall meet the requirements of Equations 5.4-1 and 5.4-2. The number of rows of bottom chord bridging, including bridging required per Section 5.11, shall not be less than the number of top chord rows. Rows of bottom chord bridging are permitted to be spaced independently of rows of top chord bridging. The spacing of rows of bottom chord bridging shall meet the slenderness requirement of Section 4.3 and any specified strength requirements. 42 American National Standard SJI-K-2010 TABLE 5.4-1 U.S. CUSTOMARY 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 Tables. Section Number* Joist Depth One Row Two Rows Three Rows Four Rows #1 All Up thru 17 Over 17 thru 26 Over 26 thru 28 #2 All Up thru 21 Over 21 thru 30 Over 30 thru 32 #3 All Up thru 18 Over 18 thru 26 Over 26 thru 40 #4 All Up thru 20 Over 20 thru 30 Over 30 thru 41 Over 41 thru 48 #5 12K to 24K Up thru 20 Over 20 thru 30 Over 30 thru 42 Over 42 thru 48 26K Up thru 28 Over 28 thru 41 Over 41 thru 52 #6 14K to 24K Up thru 20 Over 20 thru 31 Over 31 thru 42 Over 42 thru 48 26K & 28K UP thru 28 Over 28 thru 41 Over 41 thru 54 Over 54 thru 56 #7 16K to 24K Up thru 23 Over 23 thru 34 Over 34 thru 48 26K to 30K Up thru 29 Over 29 thru 44 Over 44 thru 60 #8 24K Up thru 25 Over 25 thru 39 Over 39 thru 48 26K to 30K Up thru 29 Over 29 thru 44 Over 44 thru 60 #9 16K to 24K Up thru 22 Over 22 thru 34 Over 34 thru 48 26K to 30K Up thru 29 Over 29 thru 44 Over 44 thru 60 #10 18K to 24K Up thru 22 Over 22 thru 38 Over 38 thru 48 26K to 30K Up thru 29 Over 29 thru 48 Over 48 thru 60 #11 22K Up thru 24 Over 24 thru 39 Over 39 thru 44 30K Up thru 34 Over 34 thru 49 Over 49 thru 60 #12 24K Up thru 25 Over 25 thru 43 Over 43 thru 48 26K to 30K Up thru 29 Over 29 thru 47 Over 47 thru 60 *Last digit(s) of joist designation shown in Load Table **See Section 5.11 for additional bridging required for uplift design. 43 American National Standard SJI-K-2010 TABLE 5.4-2 METRIC UNITS NUMBER OF ROWS OF TOP CHORD BRIDGING** Refer to the K-Series Load Table and Specification Section 6 for required bolted diagonal bridging. Distances are Joist Span lengths in mm – See “Definition of Span” preceding Load Tables. Section Number* Joist Depth One Row Two Rows Three Rows Four Rows #1 All Up thru 5182 Over 5182 thru 7925 Over 7925 thru 8534 #2 All Up thru 6401 Over 6401 thru 9144 Over 9144 thru 9754 #3 All Up thru 5486 Over 5486 thru 7925 Over 7925 thru 12192 #4 All Up thru 6096 Over 6096 thru 9144 Over 9144 thru 12497 Over 12497 thru 14630 #5 12K to 24K Up thru 6096 Over 6096 thru 9144 Over 9144 thru 12802 Over 12802 thru 14630 26K Up thru 8534 Over 8534 thru 12497 Over 12497 thru 15850 #6 14K to 24K Up thru 6096 Over 6096 thru 9449 Over 9449 thru 12802 Over 12802 thru 14630 26K & 28K Up thru 8534 Over 8534 thru 12497 Over 12497 thru 16459 Over 16459 thru 17069 #7 16K to 24K Up thru 7010 Over 7010 thru 10363 Over 10363 thru 14630 26K to 30K Up thru 8839 Over 8839 thru 13411 Over 13411 thru 18288 #8 24K Up thru 7620 Over 7620 thru 11887 Over 11887 thru 14630 26K to 30K Up thru 8839 Over 8839 thru 13411 Over 13411 thru 18288 #9 16K to 24K Up thru 6706 Over 6706 thru 10363 Over 10363 thru 14630 26K to 30K Up thru 8839 Over 8839 thru 13411 Over 13411 thru 18288 #10 18K to 24K Up thru 6706 Over 6706 thru 11582 Over 11582 thru 14630 26K to 30K Up thru 8839 Over 8839 thru 14630 Over 14630 thru 18288 #11 22K Up thru 7315 Over 7315 thru 11887 Over 11887 thru 13411 30K Up thru 10363 Over 10363 thru 14935 Over 14935 thru 18288 #12 24K Up thru 7620 Over 7620 thru 13106 Over 13106 thru 14630 26K to 30K UP thru 8839 Over 8839 thru 14326 Over 14326 thru 18288 *Last digit(s) of joist designation shown in Load Table **See Section 5.11 for additional bridging required for uplift design. 44 American National Standard SJI-K-2010 (d) Sizing of Bridging Horizontal and diagonal bridging shall be capable of resisting the nominal unfactored horizontal compressive force, Pbr given in Equation 5.4-3. Pbr = 0.0025 n At Fconstruction , lbs (N) (5.4-3) Where: n = 8 for horizontal bridging n = 2 for diagonal bridging At = cross sectional area of joist top chord, in.2 (mm2) Fconstruction = assumed ultimate stress in top chord to resist construction loads NVL U () \ EUPD[ RQFRQVWUXFWL t ¸¸¸¸¸¸ ¹ · ¨¨¨¨¨¨ © § ¸¸ ¹ · ¨¨ © § " S (5.4-4a) 03D U () \ EUPD[ RQFRQVWUXFWL t ¸¸¸¸¸¸ ¹ · ¨¨¨¨¨¨ © § ¸¸ ¹ · ¨¨ © § " S (5.4-4b) Where: E = Modulus of Elasticity of steel = 29,000 ksi (200,000 MPa) and \ EUPD[U "is determined from Equations 5.4-1a, 5.4-1b or 5.4-2 The bridging nominal unfactored horizontal compressive forces, Pbr , are summarized in Table 5.4-3. TABLE 5.4-3 *Section Number Horizontal Pbr (n=8) Diagonal Pbr (n=2) lbs (N) lbs (N) #1 thru #8 340 (1512) 85 (378) #9, #10 450 (2002) 113 (503) #11, #12 560 (2491) 140 (623) *Last digit(s) of joist designation shown in Load Table 45 American National Standard SJI-K-2010 (e) Connections Attachments to the joist chords shall be made by welding or mechanical means and shall be capable of resisting the nominal (unfactored) horizontal force, Pbr, of Equation 5.4-3, but not less 700 pounds (3114 N). (f) Bottom Chord Bearing Joists Where bottom chord bearing joists are utilized, a row of diagonal bridging shall be provided near the support(s). This bridging shall be installed and anchored before the hoisting cable(s) is released. 5.5 INSTALLATION OF BRIDGING Bridging shall support the top and bottom chords against lateral movement during the construction period and shall hold the steel joists in the approximate position as shown on the joist placement plans. The ends of all bridging lines terminating at walls or beams shall be anchored thereto. 5.6 BEARING SEAT ATTACHMENTS (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 mm) fillet welds 2 inches (51 mm) long, or with two 1/2 inch (13 mm) ASTM - A307 bolts, or the equivalent. (b) Steel Ends of K-Series Joists resting on steel supports shall be attached thereto with a minimum of two 1/8 inch (3 mm) fillet welds 2 inches (51 mm) long, or with two 1/2 inch (13 mm) ASTM – A307 bolts, or the equivalent. When K- Series Joists are used to provide lateral stability to the supporting member, the final connection shall be made by welding or as designated by the specifying professional. (c) Uplift Where uplift forces are a design consideration, roof joists shall be anchored to resist such forces (Refer to Section 5.11 Uplift). 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 shall be permitted to consist of cast-in-place or pre-cast concrete or gypsum, formed steel, wood, or other suitable material capable of supporting the required load at the specified joist spacing. 46 American National Standard SJI-K-2010 (b) Thickness Cast-in-place slabs shall be not less than 2 inches (51 mm) thick. (c) Centering Centering for cast-in-place slabs shall be permitted to be ribbed metal lath, corrugated steel sheets, paper-backed welded wire fabric, removable centering or any other suitable material capable of supporting the slab at the designated joist spacing. Centering shall not cause lateral displacement or damage to the top chord of joists during installation or removal of the centering or placing of the concrete. (d) Bearing Slabs or decks shall bear uniformly along the top chords of the joists. (e) Attachments The spacing for slab or deck attachments along the joist top chord shall not exceed 36 inches (914 mm), and shall be capable of resisting a nominal (unfactored) lateral force of not less than 300 pounds (1335 N), i.e., 100 plf (1.46 kN/m). (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 or Laterally Unbraced Top Chords When the roof system does not provide lateral stability for the joists in accordance with Section 5.8 (e), (i.e. as may be the case with standing seam roofs or extended skylights and openings) sufficient stability shall be provided to brace the joists laterally under the full design load. The compression chord shall resist the chord axial design force in the plane of the joist (i.e., x-x axis buckling) and out of the plane of the joist (i.e., y-y axis buckling). In any case where the attachment requirement of Section 5.8(e) is not achieved, out-of-plane strength shall be achieved by adjusting the bridging spacing and/or increasing the compression chord area and the y-axis radius of gyration. The effective slenderness ratio in the y-direction equals 0.94 L/ry; where L is the bridging spacing in inches (millimeters). The maximum bridging spacing shall not exceed that specified in Section 5.4(c). Horizontal bridging members attached to the compression chords and their anchorages shall be designed for a compressive axial force of 0.001nP + 0.004 P¥QQ3ZKHUHQLVWKHQXPEHURIMRLVWVEHWZHHQHQGDQFKRUV and P is the chord design force in kips (Newtons). The attachment force between the horizontal bridging member and the compression chord shall be 0.01P. Horizontal bridging attached to the tension chords shall be proportioned so that the slenderness ratio between attachments does not exceed 300. Diagonal bridging shall be proportioned so that the slenderness ratio between attachments does not exceed 200. 47 American National Standard SJI-K-2010 5.9 DEFLECTION The deflection due to the design nominal live load shall not exceed the following: Floors: 1/360 of span. Roofs: 1/360 of span where a plaster ceiling is attached or suspended. 1/240 of span for all other cases. The specifying professional shall give consideration to the effects of deflection and vibration* in the selection of joists. *For further reference, refer to Steel Joist Institute Technical Digest 5, Vibration of Steel Joist-Concrete Slab Floors" and the Institute's Computer Vibration Program. 5.10 PONDING 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 the AISC Specification for Structural Steel Buildings. 5.11 UPLIFT Where uplift forces due to wind are a design requirement, these forces shall be indicated on the contract drawings in terms of NET uplift in pounds per square foot (Pascals). The contract documents shall indicate if the net uplift is based upon LRFD or ASD. When these forces are specified, they shall be considered in the design of joists and/or bridging. A single line of bottom chord bridging shall be provided near the first bottom chord panel points whenever uplift due to wind forces is a design consideration. *For further reference, refer to Steel Joist Institute Technical Digest 6, “Structural Design of Steel Joist Roofs to Resist Uplift Loads”. 5.12 INSPECTION Joists shall be inspected by the manufacturer before shipment to verify compliance of materials and workmanship with the requirements of these specifications. If the purchaser wishes an inspection of the steel joists by someone other than the manufacturer's own inspectors, he shall be permitted to reserve the right to do so in his "Invitation to Bid" or the accompanying "Job Specifications". Arrangements shall be made with the manufacturer for such inspection of the joists at the manufacturing shop by the purchaser's inspectors at purchaser's expense. 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 American National Standard SJI-K-2010 When it is necessary for the erector to climb on the joists, extreme caution shall be exercised since unbridged joists may exhibit some degree of instability under the erector's weight. (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 supports. For all other joists a minimum of one end shall be attached before the employee is allowed on the joist. The attachment shall be in accordance with Section 5.6 - End Anchorage. When a bolted seat connection is used for erection purposes, as a minimum, the bolts shall be snug tightened. The snug tight condition is defined as the tightness that exists when all plies of a joint are in firm contact. This shall be attained by a few impacts of an impact wrench or the full effort of an employee using an ordinary spud wrench. 2) On steel joists that do not require erection bridging as shown by the unshaded area of the Load Tables, only one employee shall be allowed on the steel joist unless all bridging is installed and anchored. 3) Where the span of the steel joist is within the red shaded area of the Load Table, the following shall apply: a) The row of bridging nearest the mid span of the steel joists shall be bolted diagonal erection bridging; and b) Hoisting cables shall not be released until this bolted diagonal erection bridging is installed and anchored, unless an alternate method of stabilizing the joist has been provided; and c) No more than one employee shall be allowed on these spans until all other bridging is installed and anchored. 4) When permanent bridging terminus points cannot be used during erection, additional temporary bridging terminus points are required to provide stability. 5) In the case of bottom chord bearing joists, the ends of the joist shall be restrained laterally per Section 5.4(f). 6) After the joist is straightened and plumbed, and all bridging is completely installed and anchored, the ends of the joists shall be fully connected to the supports in accordance with Section 5.6 - End Anchorage. (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) shall be 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. SECTION 6. ERECTION STABILITY AND HANDLING* 49 American National Standard SJI-K-2010 4) No bundle of deck shall be placed on steel joists until all bridging has been installed and anchored and all joist bearing ends attached, unless the following conditions are met: a) The contractor has first determined from a qualified person and documented in a site-specific erection plan that the structure or portion of the structure is capable of supporting the load; b) The bundle of decking is placed on a minimum of 3 steel joists; c) The joists supporting the bundle of decking are attached at both ends; d) At least one row of bridging is installed and anchored; e) The total weight of the decking does not exceed 4000 pounds (1816 kilograms); and f) The edge of the decking shall be placed within 1 foot (0.30 meters) of the bearing surface of the joist end. 5) The edge of the construction load shall be placed within 1 foot (.30 meters) of the bearing surface of the joist end. (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 members whose yield strength has been attained by cold working, and whose as-formed strength is used in the design, the total length of weld at any one point shall not exceed 50 percent of the overall developed width of the cold-formed section. (d) Handling Care shall be exercised at all times to avoid damage to the joists and accessories. (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). *For a thorough coverage of this topic, refer to SJI Technical Digest 9, "Handling and Erection of Steel Joists and Joist Girders." (1) See Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926 Safety Standards for Steel Erection; Final Rule, §1926.757 Open Web Steel Joists - January 18, 2001, Washington, D.C. for definition of “construction load”. (2) See Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926 Safety Standards for Steel Erection; Final Rule, §1926.757 Open Web Steel Joists - January 18, 2001, Washington, D.C. for definition of “qualified person”. 50 American National Standard SJI-K-2010 DEFINITION OF SPAN (U. S. Customary Units) 51 American National Standard SJI-K-2010 STANDARD LRFD LOAD TABLE OPEN WEB STEEL JOISTS, K-SERIES Based on a 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute May 1, 2000 Revised to May 18, 2010 – Effective December 31, 2010 The BLACK figures in the Load Table give the TOTAL safe factored uniformly distributed load-carrying capacities, in pounds per linear foot, of LRFD K-Series Steel Joists. The approximate joist weights, in pounds per linear foot, given in the Load Table may be added to the other building weights to determine the unfactored DEAD load. In all cases the factored DEAD load, including the joist self-weight, must be deducted from the TOTAL load to determine the factored LIVE load. The approximate joist weights do not include accessories. The RED figures in the Load Table represent the unfactored uniform load, in pounds per linear foot, which will produce an approximate joist deflection of 1/360 of the span. This load can be linearly prorated to obtain the unfactored uniform load for supplementary deflection criteria (i.e. an unfactored uniform load which will produce a joist deflection of 1/240 of the span may be obtained by multiplying the RED figures by 360/240). In no case shall the prorated, unfactored load exceed the unfactored TOTAL load-carrying capacity of the joist as given in the Standard ASD Load Table for Open Web Steel Joists, K-Series. Where the joist span is in the RED SHADED area of the Load Table, the row of bridging nearest the mid span shall be diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until this row of bolted diagonal bridging is completely installed. The RED SHADED area extends up through 60’–0”. The approximate gross moment of inertia (not adjusted for shear deformation), in inches4, of a standard joist listed in the Load Table may be determined as follows: Ij = 26.767(W)(L3)(10-6), where W= RED figure in the Load Table, and L = (span – 0.33) in feet. The TOTAL safe factored uniformly distributed load-carrying capacities, in pounds per linear foot, of LRFD K-Series Steel Joists shall not exceed 825 plf for spans shorter than what is explicitly shown in the Load Table. The maximum prorated unfactored RED load shall not exceed 550 plf (the TOTAL load-carrying capacity of the joist as given in the Standard ASD Load Table for Open Web Steel Joists, K-Series). Loads for span increments not explicitly given in the Load Table may be determined using linear interpolation between the load values given in adjacent span columns. For the proper handling of concentrated and/or varying loads, see Section 2.3 in the Code of Standard Practice for Steel Joist and Joist Girders. 52 Joist Designation Depth (in.)10 121212 14141414 16161616161616 Approx. Wt (lbs./ft.)Span (ft.) 10 825 55011 825 54212 825 825 825 825 455 550 550 55013 718 825 825 825 363 510 510 51014 618 750 825 825 825 825 825 825 289 425 463 463 550 550 550 55015 537 651 814 825 766 825 825 825 234 344 428 434 475 507 507 50716 469 570 714 825 672 825 825 825 825 825 825 825 825 825 825 192 282 351 396 390 467 467 467 550 550 550 550 550 550 55017 415 504 630 825 592 742 825 825 768 825 825 825 825 825 825 159 234 291 366 324 404 443 443 488 526 526 526 526 526 52618 369 448 561 760 528 661 795 825 684 762 825 825 825 825 825 134 197 245 317 272 339 397 408 409 456 490 490 490 490 49019 331 402 502 681 472 592 712 825 612 682 820 825 825 825 825 113 167 207 269 230 287 336 383 347 386 452 455 455 455 45520 298 361 453 613 426 534 642 787 552 615 739 825 825 825 825 97 142 177 230 197 246 287 347 297 330 386 426 426 426 42621 327 409 555 385 483 582 712 499 556 670 754 822 825 825 123 153 198 170 212 248 299 255 285 333 373 405 406 40622 298 373 505 351 439 529 648 454 505 609 687 747 825 825 106 132 172 147 184 215 259 222 247 289 323 351 385 38523 271 340 462 321 402 483 592 415 462 556 627 682 760 825 93 116 150 128 160 188 226 194 216 252 282 307 339 36324 249 312 423 294 367 442 543 381 424 510 576 627 697 825 81 101 132 113 141 165 199 170 189 221 248 269 298 34625 270 339 408 501 351 390 469 529 576 642 771 100 124 145 175 150 167 195 219 238 263 31126 249 313 376 462 324 360 433 489 532 592 711 88 110 129 156 133 148 173 194 211 233 27627 231 289 349 427 300 334 402 453 493 549 658 79 98 115 139 119 132 155 173 188 208 24628 214 270 324 397 279 310 373 421 459 510 612 70 88 103 124 106 118 138 155 168 186 22029259 289 348 391 427 475 570 95 106 124 139 151 167 19830241 270 324 366 399 444 53286 96 112 126 137 151 17831226 252 304 342 373 415 49878 87 101 114 124 137 16132213 237 285 321 349 388 46671 79 92 103 112 124 147 Based On A 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf) STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES LRFD 10.07.0 7.5 8.1 8.66.76.0 16K3 7.7 5.5 6.3 14K6 16K2 5.0 5.0 5.7 7.1 16K9 16K716K4 16K5 16K6 5.2 10K1 12K1 12K3 12K5 14K1 14K3 14K4 53 Joist Designation Depth (In.)18 18 18 18 18 18 18 20 20 20 20 20 20 20 22 22 22 22 22 22 22 Approx. Wt. (lbs./ft.) Span (ft.) 18 825 825 825 825 825 825 825 550 550 550 550 550 550 550 19 771 825 825 825 825 825 825 825 825 825 825 825 825 825 494 523 523 523 523 523 523 550 550 550 550 550 550 550 20 694 825 825 825 825 825 825 775 825 825 825 825 825 825 423 490 490 490 490 490 490 517 550 550 550 550 550 550 21 630 759 825 825 825 825 825 702 825 825 825 825 825 825 825 825 825 825 825 825 825 364 426 460 460 460 460 460 453 520 520 520 520 520 520 550 550 550 550 550 550 550 22 573 690 777 825 825 825 825 639 771 825 825 825 825 825 825 825 825 825 825 825 825 316 370 414 438 438 438 438 393 461 490 490 490 490 490 548 548 548 548 548 548 548 23 523 630 709 774 825 825 825 583 703 793 825 825 825 825 777 825 825 825 825 825 825 276 323 362 393 418 418 418 344 402 451 468 468 468 468 491 518 518 518 518 518 518 24 480 577 651 709 789 825 825 535 645 727 792 825 825 825 712 804 825 825 825 825 825 242 284 318 345 382 396 396 302 353 396 430 448 448 448 431 483 495 495 495 495 495 25 441 532 600 652 727 825 825 493 594 669 729 811 825 825 657 739 805 825 825 825 825 214 250 281 305 337 377 377 266 312 350 380 421 426 426 381 427 464 474 474 474 474 26 408 492 553 603 672 807 825 456 549 618 673 750 825 825 606 682 744 825 825 825 825 190 222 249 271 299 354 361 236 277 310 337 373 405 405 338 379 411 454 454 454 454 27 378 454 513 558 622 747 825 421 508 573 624 694 825 825 561 633 688 768 825 825 825 169 198 222 241 267 315 347 211 247 277 301 333 389 389 301 337 367 406 432 432 432 28 351 423 477 519 577 694 822 391 472 532 579 645 775 825 522 588 640 712 825 825 825 151 177 199 216 239 282 331 189 221 248 269 298 353 375 270 302 328 364 413 413 413 29 327 394 444 483 538 646 766 364 439 495 540 601 723 825 486 547 597 664 798 825 825 136 159 179 194 215 254 298 170 199 223 242 268 317 359 242 272 295 327 387 399 399 30 304 367 414 451 502 603 715 340 411 462 504 561 675 799 453 511 556 619 745 825 825 123 144 161 175 194 229 269 153 179 201 218 242 286 336 219 245 266 295 349 385 385 31 285 343 387 421 469 564 669 318 384 433 471 525 631 748 424 478 520 580 697 825 825 111 130 146 158 175 207 243 138 162 182 198 219 259 304 198 222 241 267 316 369 369 32 267 322 363 396 441 529 627 298 360 406 442 492 592 702 397 448 489 544 654 775 823 101 118 132 144 159 188 221 126 147 165 179 199 235 276 180 201 219 242 287 337 355 33 252 303 342 372 414 498 589 280 339 381 415 463 556 660 373 421 459 511 615 729 798 92 108 121 131 145 171 201 114 134 150 163 181 214 251 164 183 199 221 261 307 334 34 237 285 321 349 390 468 555 264 318 358 391 435 523 621 352 397 432 481 579 687 774 84 98 110 120 132 156 184 105 122 137 149 165 195 229 149 167 182 202 239 280 314 35 223 268 303 330 367 441 523 249 300 339 369 411 493 585 331 373 408 454 546 648 741 77 90 101 110 121 143 168 96 112 126 137 151 179 210 137 153 167 185 219 257 292 36 211 253 286 312 348 417 495 235 283 319 348 388 466 553 313 354 385 429 516 612 700 70 82 92 101 111 132 154 88 103 115 125 139 164 193 126 141 153 169 201 236 269 37 222 268 303 330 367 441 523 297 334 364 406 487 579 663 81 95 106 115 128 151 178 116 130 141 156 185 217 247 38 211 255 286 312 348 418 496 280 316 345 384 462 549 628 74 87 98 106 118 139 164 107 119 130 144 170 200 228 39 199 241 271 297 330 397 471 267 300 327 364 438 520 595 69 81 90 98 109 129 151 98 110 120 133 157 185 211 40 190 229 258 282 313 376 447 253 285 310 346 417 495 565 64 75 84 91 101 119 140 91 102 111 123 146 171 195 41 241 271 295 330 396 471 538 85 95 103 114 135 159 181 42 229 259 282 313 378 448 513 79 88 96 106 126 148 168 43 219 247 268 300 360 427 489 73 82 89 99 117 138 157 44 208 235 256 286 343 408 466 68 76 83 92 109 128 146 8.5 9.0 10.2 11.7 11.9 LRFD 10.1 11.6 7.36.4 7.2 7.7 8.4 7.77.2 7.7 8.4 8.911.6 6.58.9 10.1 18K3 18K4 18K5 18K6 18K7 18K9 22K6 20K4 20K5 20K6 20K7 22K4 22K5 22K7 22K9 20K9 20K1018K10 20K3 Based On A 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf) STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES 22K10 22K11 54 Joist Designation Depth (In.)2424242424242424 26262626262626 Approx. Wt. (lbs./ft.) Span (ft.) 23 825 825 825 825 825 825 825 825 550 550 550 550 550 550 550 550 24 780 825 825 825 825 825 825 825 516 544 544 544 544 544 544 544 25 718 810 825 825 825 825 825 825 825 825 825 825 825 825 825 456 511 520 520 520 520 520 520 550 550 550 550 550 550 550 26 663 748 814 825 825 825 825 825 813 825 825 825 825 825 825 405 453 493 499 499 499 499 499 535 541 541 541 541 541 541 27 615 693 754 825 825 825 825 825 753 820 825 825 825 825 825 361 404 439 479 479 479 479 479 477 519 522 522 522 522 522 28 571 643 700 781 825 825 825 825 699 762 825 825 825 825 825 323 362 393 436 456 456 456 456 427 464 501 501 501 501 501 29 531 600 652 727 804 825 825 825 651 709 790 825 825 825 825 290 325 354 392 429 436 436 436 384 417 463 479 479 479 479 30 496 559 609 679 750 816 825 825 607 661 738 816 825 825 825 262 293 319 353 387 419 422 422 346 377 417 457 459 459 459 31 465 523 570 636 702 765 825 825 568 619 690 763 825 825 825 237 266 289 320 350 379 410 410 314 341 378 413 444 444 444 32 435 490 535 595 658 717 823 823 534 580 648 715 778 823 823 215 241 262 290 318 344 393 393 285 309 343 375 407 431 431 33 409 462 502 559 619 673 798 798 501 546 609 672 732 798 798 196 220 239 265 289 313 368 368 259 282 312 342 370 404 404 34 385 435 472 526 582 634 753 774 472 514 573 633 688 774 774 179 201 218 242 264 286 337 344 237 257 285 312 338 378 378 35 363 409 445 496 549 598 709 751 445 484 540 597 649 751 751 164 184 200 221 242 262 308 324 217 236 261 286 310 356 356 36 343 387 421 469 519 565 670 730 420 457 510 564 613 729 730 150 169 183 203 222 241 283 306 199 216 240 263 284 334 334 37 324 366 399 444 490 534 634 711 397 433 483 534 580 690 711 138 155 169 187 205 222 260 290 183 199 221 242 262 308 315 38 307 346 378 421 465 507 601 691 376 411 457 505 550 654 691 128 143 156 172 189 204 240 275 169 184 204 223 241 284 299 39 292 328 358 399 441 480 570 673 357 390 433 480 522 619 673 118 132 144 159 174 189 222 261 156 170 188 206 223 262 283 40 277 312 340 379 420 456 541 657 340 370 412 456 496 589 657 109 122 133 148 161 175 206 247 145 157 174 191 207 243 269 41 264 297 324 361 399 435 516 640 322 352 393 433 472 561 640 101 114 124 137 150 162 191 235 134 146 162 177 192 225 256 42 252 283 309 343 379 414 490 625 307 336 373 412 450 534 625 94 106 115 127 139 151 177 224 125 136 150 164 178 210 244 43 240 270 294 328 363 394 468 609 294 319 357 394 429 508 610 88 98 107 118 130 140 165 213 116 126 140 153 166 195 232 44 229 258 280 313 346 376 447 580 280 306 340 376 409 486 597 82 92 100 110 121 131 154 199 108 118 131 143 155 182 222 45 219 246 268 298 330 360 427 555 268 291 325 360 391 465 583 76 86 93 103 113 122 144 185 101 110 122 133 145 170 212 46 208 235 256 286 316 345 408 531 256 279 310 343 375 444 570 71 80 87 97 106 114 135 174 95 103 114 125 135 159 203 47 199 225 246 274 303 330 391 508 246 267 298 328 358 426 553 67 75 82 90 99 107 126 163 89 96 107 117 127 149 192 48 192 216 235 262 291 316 375 487 235 256 285 315 343 408 529 63 70 77 85 93 101 118 153 83 90 100 110 119 140 180 49 225 246 274 303 330 391 508 78 85 94 103 112 131 169 50 216 235 262 291 316 375 487 73 80 89 97 105 124 159 51 208 226 252 279 304 361 469 69 75 83 91 99 116 150 52 199 217 243 268 292 346 451 65 71 79 86 93 110 142 LRFD 10.4 11.8 13.78.1 8.6 9.0 9.7 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) 7.8 7.9 8.5 9.0 9.4 10.3 11.7 13.5 26K9 26K10 26K12 26K5 26K6 26K7 26K8 24K10 24K12 24K4 24K5 24K6 24K7 24K8 24K9 55 Joist DesignationDepth (In.)28 28 28 28 28 28 30 30 30 30 30 30Approx. Wt.(lbs./ft.) Span (ft.) 27 825 825 825 825 825 825 550 550 550 550 550 550 28 822 825 825 825 825 825 541 543 543 543 543 543 29 766 825 825 825 825 825 825 825 825 825 825 825 486 522 522 522 522 522 550 550 550 550 550 550 30 715 796 825 825 825 825 825 825 825 825 825 825 439 486 500 500 500 500 543 543 543 543 543 543 31 669 745 825 825 825 825 801 825 825 825 825 825 397 440 480 480 480 480 508 520 520 520 520 520 32 627 699 772 823 823 823 751 823 823 823 823 823 361 400 438 463 463 463 461 500 500 500 500 500 33 589 657 726 790 798 798 706 780 798 798 798 798 329 364 399 432 435 435 420 460 468 468 468 468 34 555 618 684 744 774 774 664 735 774 774 774 774 300 333 364 395 410 410 384 420 441 441 441 441 35 523 583 645 702 751 751 627 693 751 751 751 751 275 305 333 361 389 389 351 384 415 415 415 415 36 495 550 609 663 730 730 592 654 712 730 730 730 252 280 306 332 366 366 323 353 383 392 392 392 37 468 522 576 627 711 711 559 619 673 711 711 711 232 257 282 305 344 344 297 325 352 374 374 374 38 444 493 546 594 691 691 531 586 639 691 691 691 214 237 260 282 325 325 274 300 325 353 353 353 39 420 469 519 564 670 673 504 556 606 673 673 673 198 219 240 260 306 308 253 277 300 333 333 333 40 399 445 492 535 636 657 478 529 576 657 657 657 183 203 222 241 284 291 234 256 278 315 315 315 41 379 424 468 510 606 640 454 502 547 640 640 640 170 189 206 224 263 277 217 238 258 300 300 300 42 361 403 445 486 576 625 433 480 522 619 625 625 158 175 192 208 245 264 202 221 240 282 284 284 43 345 385 426 463 550 610 414 457 498 591 610 610 147 163 179 194 228 252 188 206 223 263 270 270 44 330 367 406 442 525 597 394 436 475 564 597 597 137 152 167 181 212 240 176 192 208 245 258 258 45 315 351 388 423 501 583 376 417 454 538 583 583 128 142 156 169 198 229 164 179 195 229 246 246 46 301 336 372 405 480 570 361 399 435 516 570 570 120 133 146 158 186 219 153 168 182 214 236 236 47 288 321 355 387 459 558 345 382 415 493 558 558 112 125 136 148 174 210 144 157 171 201 226 226 48 276 309 340 370 441 547 331 366 399 472 543 547 105 117 128 139 163 201 135 148 160 188 215 216 49 265 295 327 355 423 535 318 351 382 454 520 535 99 110 120 130 153 193 127 139 150 177 202 207 50 255 283 313 342 405 525 304 337 367 436 499 525 93 103 113 123 144 185 119 130 141 166 190 199 51 244 273 301 328 390 507 292 324 352 418 480 514 88 97 106 115 136 175 112 123 133 157 179 192 52 235 262 289 315 375 487 282 312 339 402 462 504 83 92 100 109 128 165 106 116 126 148 169 184 53 226 252 279 304 360 469 271 300 327 387 444 495 78 87 95 103 121 156 100 109 119 140 159 177 54 217 243 268 292 348 451 261 288 313 373 427 486 74 82 89 97 114 147 94 103 112 132 150 170 55 210 234 259 282 334 435 252 277 303 360 412 468 70 77 85 92 108 139 89 98 106 125 142 161 56 202 226 249 271 322 420 243 268 292 346 397 451 66 73 80 87 102 132 84 92 100 118 135 153 57 234 259 282 334 384 435 80 88 95 112 128 145 58 226 250 271 322 370 420 76 83 90 106 121 137 59 219 241 262 312 358 406 72 79 86 101 115 130 60 211 234 253 301 346 39369 75 81 96 109 124 14.5 13.3 15.09.6 10.0 10.6 11.9 28K7 28K828K6 28K1028K9 8.9 9.2 9.8 10.5 11.8 LRFD STANDARD LOAD TABLE/OPEN WEB STEEL JOISTS, K-SERIESBased On A 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf) 30K7 30K8 30K9 30K10 30K11 30K12 28K12 56 American National Standard SJI K-2010 STANDARD ASD LOAD TABLE OPEN WEB STEEL JOISTS, K-SERIES Based on a 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute November 4, 1985 Revised to May 18, 2010 – Effective December 31, 2010 The BLACK figures in the Load Table give the TOTAL safe uniformly distributed load-carrying capacities, in pounds per linear foot, of ASD K-Series Steel Joists. The approximate joist weights, in pounds per linear foot, given in the Load Table may be added to the other building weights to determine the DEAD load. In all cases the DEAD load, including the joist self-weight, must be deducted from the TOTAL load to determine the LIVE load. The approximate joist weights do not include accessories. The RED figures in the Load Table represent the uniform load, in pounds per linear foot, which will produce an approximate joist deflection of 1/360 of the span. This load can be linearly prorated to obtain the uniform load for supplementary deflection criteria (i.e. a uniform load which will produce a joist deflection of 1/240 of the span may be obtained by multiplying the RED figure by 360/240). In no case shall the prorated load exceed the TOTAL load-carrying capacity of the joist. Where the joist span is in the RED SHADED area of the Load Table, the row of bridging nearest the mid span shall be diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until this row of bolted diagonal bridging is completely installed. The RED SHADED area extends up through 60’–0”. The approximate gross moment of inertia (not adjusted for shear deformation), in inches4, of a standard joist listed in the Load Table may be determined as follows: Ij = 26.767(W)(L3)(10-6), where W= RED figure in the Load Table, and L = (span – 0.33) in feet. The TOTAL safe uniformly distributed load-carrying capacities, in pounds per linear foot, of ASD K-Series Steel Joists shall not exceed 550 plf for spans shorter than what is explicitly shown in the Load Table. The maximum prorated RED load shall not exceed 550 plf (the TOTAL load-carrying capacity of the joist as given in the Standard ASD Load Table for Open Web Steel Joists, K-Series). Loads for span increments not explicitly given in the Load Table may be determined using linear interpolation between the load values given in adjacent span columns. For the proper handling of concentrated and/or varying loads, see Section 2.3 in the Code of Standard Practice for Steel Joist and Joist Girders. 57 Joist Designation Depth (in.)10 121212 14141414 16161616161616 Approx. Wt (lbs./ft.) Span (ft.) 10 550 55011 550 54212 550 550 550 550 455 550 550 55013 479 550 550 550 363 510 510 51014 412 500 550 550 550 550 550 550 289 425 463 463 550 550 550 55015 358 434 543 550 511 550 550 550 234 344 428 434 475 507 507 50716 313 380 476 550 448 550 550 550 550 550 550 550 550 550 550 192 282 351 396 390 467 467 467 550 550 550 550 550 550 55017 277 336 420 550 395 495 550 550 512 550 550 550 550 550 550 159 234 291 366 324 404 443 443 488 526 526 526 526 526 52618 246 299 374 507 352 441 530 550 456 508 550 550 550 550 550 134 197 245 317 272 339 397 408 409 456 490 490 490 490 49019 221 268 335 454 315 395 475 550 408 455 547 550 550 550 550 113 167 207 269 230 287 336 383 347 386 452 455 455 455 45520 199 241 302 409 284 356 428 525 368 410 493 550 550 550 550 97 142 177 230 197 246 287 347 297 330 386 426 426 426 42621 218 273 370 257 322 388 475 333 371 447 503 548 550 550 123 153 198 170 212 248 299 255 285 333 373 405 406 40622 199 249 337 234 293 353 432 303 337 406 458 498 550 550 106 132 172 147 184 215 259 222 247 289 323 351 385 38523 181 227 308 214 268 322 395 277 308 371 418 455 507 550 93 116 150 128 160 188 226 194 216 252 282 307 339 36324 166 208 282 196 245 295 362 254 283 340 384 418 465 550 81 101 132 113 141 165 199 170 189 221 248 269 298 34625 180 226 272 334 234 260 313 353 384 428 514 100 124 145 175 150 167 195 219 238 263 311 26 166 209 251 308 216 240 289 326 355 395 474 88 110 129 156 133 148 173 194 211 233 27627 154 193 233 285 200 223 268 302 329 366 439 79 98 115 139 119 132 155 173 188 208 24628 143 180 216 265 186 207 249 281 306 340 408 70 88 103 124 106 118 138 155 168 186 22029173 193 232 261 285 317 38095 106 124 139 151 167 19830161 180 216 244 266 296 35586 96 112 126 137 151 17831151 168 203 228 249 277 33278 87 101 114 124 137 16132142 158 190 214 233 259 31171 79 92 103 112 124 147 16K6 10.0 16K9 16K7 STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES 10K1 12K1 12K3 12K5 16K4 16K3 16K5 14K3 14K4 14K6 6.75.0 5.0 5.7 7.1 5.2 6.0 14K1 7.0 7.5 8.1 8.6 ASD Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf) 7.7 5.5 6.3 16K2 58 Joist Designation Depth (In.)18 18 18 18 18 18 18 20 20 20 20 20 20 20 22 22 22 22 22 22 22 Approx. Wt. (lbs./ft.) Span (ft.) 18 550 550 550 550 550 550 550 550 550 550 550 550 550 550 19 514 550 550 550 550 550 550 550 550 550 550 550 550 550 494 523 523 523 523 523 523 550 550 550 550 550 550 550 20 463 550 550 550 550 550 550 517 550 550 550 550 550 550 423 490 490 490 490 490 490 517 550 550 550 550 550 550 21 420 506 550 550 550 550 550 468 550 550 550 550 550 550 550 550 550 550 550 550 550 364 426 460 460 460 460 460 453 520 520 520 520 520 520 550 550 550 550 550 550 550 22 382 460 518 550 550 550 550 426 514 550 550 550 550 550 550 550 550 550 550 550 550 316 370 414 438 438 438 438 393 461 490 490 490 490 490 548 548 548 548 548 548 548 23 349 420 473 516 550 550 550 389 469 529 550 550 550 550 518 550 550 550 550 550 550 276 323 362 393 418 418 418 344 402 451 468 468 468 468 491 518 518 518 518 518 518 24 320 385 434 473 526 550 550 357 430 485 528 550 550 550 475 536 550 550 550 550 550 242 284 318 345 382 396 396 302 353 396 430 448 448 448 431 483 495 495 495 495 495 25 294 355 400 435 485 550 550 329 396 446 486 541 550 550 438 493 537 550 550 550 550 214 250 281 305 337 377 377 266 312 350 380 421 426 426 381 427 464 474 474 474 474 26 272 328 369 402 448 538 550 304 366 412 449 500 550 550 404 455 496 550 550 550 550 190 222 249 271 299 354 361 236 277 310 337 373 405 405 338 379 411 454 454 454 454 27 252 303 342 372 415 498 550 281 339 382 416 463 550 550 374 422 459 512 550 550 550 169 198 222 241 267 315 347 211 247 277 301 333 389 389 301 337 367 406 432 432 432 28 234 282 318 346 385 463 548 261 315 355 386 430 517 550 348 392 427 475 550 550 550 151 177 199 216 239 282 331 189 221 248 269 298 353 375 270 302 328 364 413 413 413 29 218 263 296 322 359 431 511 243 293 330 360 401 482 550 324 365 398 443 532 550 550 136 159 179 194 215 254 298 170 199 223 242 268 317 359 242 272 295 327 387 399 399 30 203 245 276 301 335 402 477 227 274 308 336 374 450 533 302 341 371 413 497 550 550 123 144 161 175 194 229 269 153 179 201 218 242 286 336 219 245 266 295 349 385 385 31 190 229 258 281 313 376 446 212 256 289 314 350 421 499 283 319 347 387 465 550 550 111 130 146 158 175 207 243 138 162 182 198 219 259 304 198 222 241 267 316 369 369 32 178 215 242 264 294 353 418 199 240 271 295 328 395 468 265 299 326 363 436 517 549 101 118 132 144 159 188 221 126 147 165 179 199 235 276 180 201 219 242 287 337 355 33 168 202 228 248 276 332 393 187 226 254 277 309 371 440 249 281 306 341 410 486 532 92 108 121 131 145 171 201 114 134 150 163 181 214 251 164 183 199 221 261 307 334 34 158 190 214 233 260 312 370 176 212 239 261 290 349 414 235 265 288 321 386 458 516 84 98 110 120 132 156 184 105 122 137 149 165 195 229 149 167 182 202 239 280 314 35 149 179 202 220 245 294 349 166 200 226 246 274 329 390 221 249 272 303 364 432 494 77 90 101 110 121 143 168 96 112 126 137 151 179 210 137 153 167 185 219 257 292 36 141 169 191 208 232 278 330 157 189 213 232 259 311 369 209 236 257 286 344 408 467 70 82 92 101 111 132 154 88 103 115 125 139 164 193 126 141 153 169 201 236 269 37 148 179 202 220 245 294 349 198 223 243 271 325 386 442 81 95 106 115 128 151 178 116 130 141 156 185 217 247 38 141 170 191 208 232 279 331 187 211 230 256 308 366 419 74 87 98 106 118 139 164 107 119 130 144 170 200 228 39 133 161 181 198 220 265 314 178 200 218 243 292 347 397 69 81 90 98 109 129 151 98 110 120 133 157 185 211 40 127 153 172 188 209 251 298 169 190 207 231 278 330 377 64 75 84 91 101 119 140 91 102 111 123 146 171 195 41 161 181 197 220 264 314 359 85 95 103 114 135 159 181 42 153 173 188 209 252 299 342 79 88 96 106 126 148 168 43 146 165 179 200 240 285 326 73 82 89 99 117 138 157 44 139 157 171 191 229 272 311 68 76 83 92 109 128 146 8.5 9.0 10.2 11.7 11.911.6 7.3 7.77.2 7.7 8.4 8.9 22K11 8.9 10.1 11.6 6.56.4 7.2 7.7 8.4 10.1 22K5 20K4 20K5 20K6 20K7 22K6 22K7 22K9 22K10 18K3 18K4 18K5 18K6 20K9 20K1018K7 18K9 18K10 20K3 22K4 ASD Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf) STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES 59 Joist Designation Depth (In.)2424242424242424 26262626262626 Approx. Wt. (lbs./ft.) Span (ft.) 23 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 550 24 520 550 550 550 550 550 550 550 516 544 544 544 544 544 544 544 25 479 540 550 550 550 550 550 550 550 550 550 550 550 550 550 456 511 520 520 520 520 520 520 550 550 550 550 550 550 550 26 442 499 543 550 550 550 550 550 542 550 550 550 550 550 550 405 453 493 499 499 499 499 499 535 541 541 541 541 541 541 27 410 462 503 550 550 550 550 550 502 547 550 550 550 550 550 361 404 439 479 479 479 479 479 477 519 522 522 522 522 522 28 381 429 467 521 550 550 550 550 466 508 550 550 550 550 550 323 362 393 436 456 456 456 456 427 464 501 501 501 501 501 29 354 400 435 485 536 550 550 550 434 473 527 550 550 550 550 290 325 354 392 429 436 436 436 384 417 463 479 479 479 479 30 331 373 406 453 500 544 550 550 405 441 492 544 550 550 550 262 293 319 353 387 419 422 422 346 377 417 457 459 459 459 31 310 349 380 424 468 510 550 550 379 413 460 509 550 550 550 237 266 289 320 350 379 410 410 314 341 378 413 444 444 444 32 290 327 357 397 439 478 549 549 356 387 432 477 519 549 549 215 241 262 290 318 344 393 393 285 309 343 375 407 431 431 33 273 308 335 373 413 449 532 532 334 364 406 448 488 532 532 196 220 239 265 289 313 368 368 259 282 312 342 370 404 404 34 257 290 315 351 388 423 502 516 315 343 382 422 459 516 516 179 201 218 242 264 286 337 344 237 257 285 312 338 378 378 35 242 273 297 331 366 399 473 501 297 323 360 398 433 501 501 164 184 200 221 242 262 308 324 217 236 261 286 310 356 356 36 229 258 281 313 346 377 447 487 280 305 340 376 409 486 487 150 169 183 203 222 241 283 306 199 216 240 263 284 334 334 37 216 244 266 296 327 356 423 474 265 289 322 356 387 460 474 138 155 169 187 205 222 260 290 183 199 221 242 262 308 315 38 205 231 252 281 310 338 401 461 251 274 305 337 367 436 461 128 143 156 172 189 204 240 275 169 184 204 223 241 284 299 39 195 219 239 266 294 320 380 449 238 260 289 320 348 413 449 118 132 144 159 174 189 222 261 156 170 188 206 223 262 283 40 185 208 227 253 280 304 361 438 227 247 275 304 331 393 438 109 122 133 148 161 175 206 247 145 157 174 191 207 243 269 41 176 198 216 241 266 290 344 427 215 235 262 289 315 374 427 101 114 124 137 150 162 191 235 134 146 162 177 192 225 256 42 168 189 206 229 253 276 327 417 205 224 249 275 300 356 417 94 106 115 127 139 151 177 224 125 136 150 164 178 210 244 43 160 180 196 219 242 263 312 406 196 213 238 263 286 339 407 88 98 107 118 130 140 165 213 116 126 140 153 166 195 232 44 153 172 187 209 231 251 298 387 187 204 227 251 273 324 398 82 92 100 110 121 131 154 199 108 118 131 143 155 182 222 45 146 164 179 199 220 240 285 370 179 194 217 240 261 310 389 76 86 93 103 113 122 144 185 101 110 122 133 145 170 212 46 139 157 171 191 211 230 272 354 171 186 207 229 250 296 380 71 80 87 97 106 114 135 174 95 103 114 125 135 159 203 47 133 150 164 183 202 220 261 339 164 178 199 219 239 284 369 67 75 82 90 99 107 126 163 89 96 107 117 127 149 192 48 128 144 157 175 194 211 250 325 157 171 190 210 229 272 353 63 70 77 85 93 101 118 153 83 90 100 110 119 140 180 49 150 164 183 202 220 261 339 78 85 94 103 112 131 169 50 144 157 175 194 211 250 325 73 80 89 97 105 124 159 51 139 151 168 186 203 241 313 69 75 83 91 99 116 150 52 133 145 162 179 195 231 301 65 71 79 86 93 110 142 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) 24K8 24K9 24K10 24K12 26K9 26K10 26K5 26K6 26K7 26K8 26K12 24K4 24K5 24K6 24K7 9.4 10.3 11.7 13.57.8 7.9 8.5 9.0 10.4 11.88.1 8.6 9.0 9.7 13.7 60 Joist Designation Depth (In.)28 28 28 28 28 28 30 30 30 30 30 30 Approx. Wt. (lbs./ft.) Span (ft.) 27 550 550 550 550 550 550 550 550 550 550 550 550 28 548 550 550 550 550 550 541 543 543 543 543 543 29 511 550 550 550 550 550 550 550 550 550 550 550 486 522 522 522 522 522 550 550 550 550 550 550 30 477 531 550 550 550 550 550 550 550 550 550 550 439 486 500 500 500 500 543 543 543 543 543 543 31 446 497 550 550 550 550 534 550 550 550 550 550 397 440 480 480 480 480 508 520 520 520 520 520 32 418 466 515 549 549 549 501 549 549 549 549 549 361 400 438 463 463 463 461 500 500 500 500 500 33 393 438 484 527 532 532 471 520 532 532 532 532 329 364 399 432 435 435 420 460 468 468 468 468 34 370 412 456 496 516 516 443 490 516 516 516 516 300 333 364 395 410 410 384 420 441 441 441 441 35 349 389 430 468 501 501 418 462 501 501 501 501 275 305 333 361 389 389 351 384 415 415 415 415 36 330 367 406 442 487 487 395 436 475 487 487 487 252 280 306 332 366 366 323 353 383 392 392 392 37 312 348 384 418 474 474 373 413 449 474 474 474 232 257 282 305 344 344 297 325 352 374 374 374 38 296 329 364 396 461 461 354 391 426 461 461 461 214 237 260 282 325 325 274 300 325 353 353 353 39 280 313 346 376 447 449 336 371 404 449 449 449 198 219 240 260 306 308 253 277 300 333 333 333 40 266 297 328 357 424 438 319 353 384 438 438 438 183 203 222 241 284 291 234 256 278 315 315 315 41 253 283 312 340 404 427 303 335 365 427 427 427 170 189 206 224 263 277 217 238 258 300 300 300 42 241 269 297 324 384 417 289 320 348 413 417 417 158 175 192 208 245 264 202 221 240 282 284 284 43 230 257 284 309 367 407 276 305 332 394 407 407 147 163 179 194 228 252 188 206 223 263 270 270 44 220 245 271 295 350 398 263 291 317 376 398 398 137 152 167 181 212 240 176 192 208 245 258 258 45 210 234 259 282 334 389 251 278 303 359 389 389 128 142 156 169 198 229 164 179 195 229 246 246 46 201 224 248 270 320 380 241 266 290 344 380 380 120 133 146 158 186 219 153 168 182 214 236 236 47 192 214 237 258 306 372 230 255 277 329 372 372 112 125 136 148 174 210 144 157 171 201 226 226 48 184 206 227 247 294 365 221 244 266 315 362 365 105 117 128 139 163 201 135 148 160 188 215 216 49 177 197 218 237 282 357 212 234 255 303 347 357 99 110 120 130 153 193 127 139 150 177 202 207 50 170 189 209 228 270 350 203 225 245 291 333 350 93 103 113 123 144 185 119 130 141 166 190 199 51 163 182 201 219 260 338 195 216 235 279 320 343 88 97 106 115 136 175 112 123 133 157 179 192 52 157 175 193 210 250 325 188 208 226 268 308 336 83 92 100 109 128 165 106 116 126 148 169 184 53 151 168 186 203 240 313 181 200 218 258 296 330 78 87 95 103 121 156 100 109 119 140 159 177 54 145 162 179 195 232 301 174 192 209 249 285 324 74 82 89 97 114 147 94 103 112 132 150 170 55 140 156 173 188 223 290 168 185 202 240 275 312 70 77 85 92 108 139 89 98 106 125 142 161 56 135 151 166 181 215 280 162 179 195 231 265 301 66 73 80 87 102 132 84 92 100 118 135 153 57 156 173 188 223 256 290 80 88 95 112 128 145 58 151 167 181 215 247 280 76 83 90 106 121 137 59 146 161 175 208 239 271 72 79 86 101 115 130 60 141 156 169 201 231 26269 75 81 96 109 124 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) 30K7 30K8 30K9 30K10 30K11 30K12 28K1228K7 28K828K6 28K1028K9 8.9 9.2 9.8 10.5 11.8 14.5 13.3 15.09.6 10.0 10.6 11.9 61 STANDARD LRFD LOAD TABLE FOR KCS JOISTS Based on a 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute May 1, 2000 Revised to May 18, 2010 – Effective December 31, 2010 The figures in the following table give the Moment Capacity (kip-in.) and Shear Capacity (lbs). The maximum uniformly distributed load capacity in LRFD shall not exceed 825 plf and a single concentrated load cannot exceed the shear capacity. Sloped parallel-chord KCS Joists shall use the appropriate moment and shear capacity for the span as defined by the length along the slope. The approximate KCS Joist weights per linear foot shown in this table do not include accessories. The KCS Joist designation is not used to establish bridging requirements. The Bridging Table Section Numbers given in the KCS Standard Load Table indicate the equivalent K-Series joist of the same depth to be used for determination of the number of bridging rows, the size of horizontal bridging, and the need for erection stability bridging. While the need for erection stability bridging (diagonal bridging with bolted connections at the chords and intersections), can be determined from the RED shaded portion of the Standard Load Table, Open Web Steel Joists, K-Series, for convenience the KCS Load Table also includes a column for erection stability bridging. Where the span of the KCS Joist designation exceeds the length in ft. listed, the row of bridging nearest the joist midspan shall be erection stability bridging. Where “NA” is listed in the column, the KCS Joist designation does not require bolted diagonal erection bridging regardless of span. For the proper handling of concentrated and/or varying loads, see Section 2.3 in the Code of Standard Practice for Steel Joists and Joist Girders. 62 10KCS1 10 258 3000 6.0 29 NA 1 10KCS2 10 337 3750 7.5 37 NA 1 10KCS3 10 444 4500 10.0 47 NA 1 12KCS1 12 313 3600 6.0 43 NA 3 12KCS2 12 411 4500 8.0 55 NA 5 12KCS3 12 543 5250 10.0 71 NA 5 14KCS1 14 370 4350 6.5 59 NA 4 14KCS2 14 486 5100 8.0 77 NA 6 14KCS3 14 642 5850 10.0 99 NA 6 16KCS2 16 523 6000 8.5 99 NA 6 16KCS3 16 705 7200 10.5 128 NA 9 16KCS4 16 1080 7950 14.5 192 NA 9 16KCS5 16 1401 8700 18.0 245 NA 9 18KCS2 18 592 7050 9.0 127 35-0 6 18KCS3 18 798 7800 11.0 164 NA 9 18KCS4 18 1225 8550 15.0 247 NA 10 18KCS5 18 1593 9300 18.5 316 NA 10 20KCS2 20 663 7800 9.5 159 36-0 6 20KCS3 20 892 9000 11.5 205 39-0 9 20KCS4 20 1371 11850 16.5 308 NA 10 20KCS5 20 1786 12600 20.0 396 NA 10 22KCS2 22 732 8850 10.0 194 36-0 6 22KCS3 22 987 9900 12.5 251 40-0 9 22KCS4 22 1518 11850 16.5 377 NA 11 22KCS5 22 1978 12900 20.5 485 NA 11 24KCS2 24 801 9450 10.0 232 39-0 6 24KCS3 24 1080 10800 12.5 301 44-0 9 24KCS4 24 1662 12600 16.5 453 NA 12 24KCS5 24 2172 13350 20.5 584 NA 12 26KCS2 26 870 9900 10.0 274 39-0 6 26KCS3 26 1174 11700 12.5 355 44-0 9 26KCS4 26 1809 12750 16.5 536 NA 12 26KCS5 26 2364 13800 20.5 691 NA 12 28KCS2 28 939 10350 10.5 320 40-0 6 28KCS3 28 1269 12000 12.5 414 45-0 9 28KCS4 28 1954 12750 16.5 626 53-0 12 28KCS5 28 2556 13800 20.5 808 53-0 12 30KCS3 30 1362 12000 13.0 478 45-0 9 30KCS4 30 2100 12750 16.5 722 54-0 12 30KCS5 30 2749 13800 21.0 934 54-0 12 *Maximum uniformly distributed load capacity is 825 plf and single concentrated load cannot exceed shear capacity **Does not include accessories GROSS MOMENT OF INERTIA (in.4) BRIDGING TABLE SECTION NUMBER ERECTION STABILITY BRIDGING REQ'D (ft.) LRFD STANDARD LOAD TABLE FOR KCS OPEN WEB STEEL JOISTS Based on a 50 ksi Maximum Yield Strength JOIST DESIGNATION DEPTH (in.) MOMENT CAPACITY (k-in.) SHEAR CAPACITY* (lbs) APPROX. WEIGHT** (lbs/ft.) 63 STANDARD ASD LOAD TABLE FOR KCS JOISTS Based on a 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute May 2, 1994 Revised to May 18, 2010 – Effective December 31, 2010 The figures in the following table give the Moment Capacity (kip-in.) and Shear Capacity (lbs). The maximum uniformly distributed load capacity in ASD shall not exceed 550 plf and a single concentrated load cannot exceed the shear capacity. Sloped parallel-chord KCS Joists shall use the appropriate moment and shear capacity for the span as defined by the length along the slope. The approximate KCS Joist weights per linear foot shown in the table do not include accessories. The KCS Joist designation is not used to establish bridging requirements. The Bridging Table Section Numbers given in the KCS Standard Load Table indicate the equivalent K-Series joist of the same depth to be used for determination of the number of bridging rows, the size of horizontal bridging, and the need for erection stability bridging. While the need for erection stability bridging (diagonal bridging with bolted connections at the chords and intersections), can be determined from the RED shaded portion of the Standard Load Table, Open Web Steel Joists, K-Series, for convenience the KCS Load Table also includes a column for erection stability bridging. Where the span of the KCS Joist designation exceeds the length in ft. listed, the row of bridging nearest the joist midspan shall be erection stability bridging. Where “NA” is listed in the column, the KCS Joist designation does not require bolted diagonal erection bridging regardless of span. For the proper handling of concentrated and/or varying loads, see Section 2.3 in the Code of Standard Practice for Steel Joists and Joist Girders. 64 10KCS1 10 172 2000 6.0 29 NA 1 10KCS2 10 225 2500 7.5 37 NA 1 10KCS3 10 296 3000 10.0 47 NA 1 12KCS1 12 209 2400 6.0 43 NA 3 12KCS2 12 274 3000 8.0 55 NA 5 12KCS3 12 362 3500 10.0 71 NA 5 14KCS1 14 247 2900 6.5 59 NA 4 14KCS2 14 324 3400 8.0 77 NA 6 14KCS3 14 428 3900 10.0 99 NA 6 16KCS2 16 349 4000 8.5 99 NA 6 16KCS3 16 470 4800 10.5 128 NA 9 16KCS4 16 720 5300 14.5 192 NA 9 16KCS5 16 934 5800 18.0 245 NA 9 18KCS2 18 395 4700 9.0 127 35-0 6 18KCS3 18 532 5200 11.0 164 NA 9 18KCS4 18 817 5700 15.0 247 NA 10 18KCS5 18 1062 6200 18.5 316 NA 10 20KCS2 20 442 5200 9.5 159 36-0 6 20KCS3 20 595 6000 11.5 205 39-0 9 20KCS4 20 914 7900 16.5 308 NA 10 20KCS5 20 1191 8400 20.0 396 NA 10 22KCS2 22 488 5900 10.0 194 36-0 6 22KCS3 22 658 6600 12.5 251 40-0 9 22KCS4 22 1012 7900 16.5 377 NA 11 22KCS5 22 1319 8600 20.5 485 NA 11 24KCS2 24 534 6300 10.0 232 39-0 6 24KCS3 24 720 7200 12.5 301 44-0 9 24KCS4 24 1108 8400 16.5 453 NA 12 24KCS5 24 1448 8900 20.5 584 NA 12 26KCS2 26 580 6600 10.0 274 39-0 6 26KCS3 26 783 7800 12.5 355 44-0 9 26KCS4 26 1206 8500 16.5 536 NA 12 26KCS5 26 1576 9200 20.5 691 NA 12 28KCS2 28 626 6900 10.5 320 40-0 6 28KCS3 28 846 8000 12.5 414 45-0 9 28KCS4 28 1303 8500 16.5 626 53-0 12 28KCS5 28 1704 9200 20.5 808 53-0 12 30KCS3 30 908 8000 13.0 478 45-0 9 30KCS4 30 1400 8500 16.5 722 54-0 12 30KCS5 30 1833 9200 21.0 934 54-0 12 *Maximum uniformly distributed load capacity is 550 plf and single concentrated load cannot exceed shear capacity **Does not include accessories BRIDGING TABLE SECTION NUMBER ERECTION STABILITY BRIDGING REQ'D (ft.) ASD STANDARD LOAD TABLE FOR KCS OPEN WEB STEEL JOISTS Based on a 50 ksi Maximum Yield Strength JOIST DESIGNATION DEPTH (in.) MOMENT CAPACITY (k-in.) SHEAR CAPACITY* (lbs) APPROX. WEIGHT** (lbs/ft.) GROSS MOMENT OF INERTIA (in.4) 65 ECONOMY LOAD TABLES OPEN WEB STEEL JOISTS, K-SERIES Based on a 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute November 4, 1985 Revised to May 18, 2010 – Effective December 31, 2010 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 his own unique cost; consequently, the Steel Joist Institute cannot guaranty the accuracy of this Table. The K-Series Joists are arranged in accordance with their weight per foot; where two or more joists weigh the same, they are arranged according to their depth. To utilize 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. ASD EXAMPLE: Floor joists @ 2'-6" on center, supporting 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 RED figure of 266 plf (RED figure load produces a deflection of approximately 1/360 of span). However, it exceeds the maximum depth limitation of 20 inches. A 20K7 fulfills the Total Load requirement but possesses a RED 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. 66 LRFD EXAMPLE: Floor joists @ 2'-6" on center, supporting 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" Load factors per ASCE 7-Minimum Design Loads for Buildings and Other Structures Maximum joist depth allowed = 20" Factored DL = 48 x 1.2 = 58 psf (includes joist weight) Factored LL = 100 x 1.6 = 160 psf Factored TL = 218 psf Factored WTL = 218 x 2.5 = 545 plf Unfactored 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 RED figure of 266 plf (RED figure load produces a deflection of approximately of 1/360 of span). However, it exceeds the maximum depth limitation of 20 inches. A 20K7 fulfills the Factored Total Load requirement but possesses a RED 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. 67 JoistDesignation Depth (In.)101214161214161820 14 16 12 18 20 22 16Approx. Wt.(lbs./ft) Span (ft) 10 825 55011825 542 12 825 825 825 825 455 550 550 55013718 825 825 825 363 510 510 51014618 750 825 825 825 825 825 289 425 550 463 550 550 46315537 651 766 814 825 825 825 234 344 475 428 507 507 43416469 570 672 825 714 825 825 825 825 825 825 192 282 390 550 351 467 550 467 550 396 55017415 504 592 768 630 742 825 825 825 825 825 159 234 324 488 291 404 526 443 526 366 526 18 369 448 528 684 561 661 762 825 795 825 760 825 825 134 197 272 409 245 339 456 550 397 490 317 550 490 19 331 402 472 612 502 592 682 771 825 712 820 681 825 825 825 113 167 230 347 207 287 386 494 550 336 452 269 523 550 455 20 298 361 426 552 453 534 615 694 775 642 739 613 825 825 825 97 142 197 297 177 246 330 423 517 287 386 230 490 550 426 21 327 385 499 409 483 556 630 702 582 670 555 759 825 825 754 123 170 255 153 212 285 364 453 248 333 198 426 520 550 373 22 298 351 454 373 439 505 573 639 529 609 505 690 771 825 687 106 147 222 132 184 247 316 393 215 289 172 370 461 548 323 23 271 321 415 340 402 462 523 583 483 556 462 630 703 777 627 93 128 194 116 160 216 276 344 188 252 150 323 402 491 282 24 249 294 381 312 367 424 480 535 442 510 423 577 645 712 576 81 113 170 101 141 189 242 302 165 221 132 284 353 431 248 25 270 351 339 390 441 493 408 469 532 594 657 529 100 150 124 167 214 266 145 195 250 312 381 219 26 249 324 313 360 408 456 376 433 492 549 606 489 88 133 110 148 190 236 129 173 222 277 338 194 27 231 300 289 334 378 421 349 402 454 508 561 453 79 119 98 132 169 211 115 155 198 247 301 173 28 214 279 270 310 351 391 324 373 423 472 522 421 70 106 88 118 151 189 103 138 177 221 270 155 29 259 289 327 364 232 394 439 486 391 95 106 136 170 124 159 199 242 13930241 270 304 340 216 367 411 453 366 86 96 123 153 112 144 179 219 126 31 226 252 285 318 203 343 384 424 342 78 87 111 138 101 130 162 198 11432213 237 267 298 190 322 360 397 321 71 79 101 126 92 118 147 180 103 33 252 280 303 339 373 92 114 108 134 16434237 264 285 318 352 84 105 98 122 14935223 249 268 300 331 77 96 90 112 13736211 235 253 283 313 70 88 82 103 12637222 268 297 81 95 11638211 255 280 74 87 10739199 241 267 69 81 98 40 190 229 253 64 75 9141241 85 42 229 7943219 73 44 208 68 LRFD K-SERIES ECONOMY TABLE - STANDARD UNITS 10K1 12K3 14K3 16K3 18K3 12K1 14K1 16K2 22K4 5.0 5.0 5.2 5.5 L R F D 18K4 16K5 20K4 14K420K3 7.57.25.7 6.0 6.3 6.4 6.76.5 16K4 12K5 7.37.0 7.1 7.2 68 Joist DesignationDepth (In).1418202224241626 18 20 22 24 16 26 18 20Approx. Wt.(lbs./ft)Span (ft) 14 825 55015825 50716825 825 825 467 550 550 17 825 825 825 443 526 52618825 825 825 825 825 825 408 550 490 550 490 55019825 825 825 825 825 825 825 825 825 383 523 550 455 523 550 455 523 55020787 825 825 825 825 825 825 825 825 347 490 550 426 490 550 426 490 55021712 825 825 825 822 825 825 825 825 825 825 299 460 520 550 405 460 520 550 406 460 520 22 648 777 825 825 747 825 825 825 825 825 825 259 414 490 548 351 438 490 548 385 438 49023592 709 793 825 825 825 682 774 825 825 825 760 825 825 226 362 451 518 550 550 307 393 468 518 550 339 418 46824543 651 727 804 780 825 627 709 792 825 825 697 789 825 199 318 396 483 516 544 269 345 430 495 544 298 382 448 25 501 600 669 739 718 810 576 825 652 729 805 825 642 825 727 811 175 281 350 427 456 511 238 550 305 380 464 520 263 550 337 42126462 553 618 682 663 748 532 813 603 673 744 814 592 825 672 750 156 249 310 379 405 453 211 535 271 337 411 493 233 541 299 37327427 513 573 633 615 693 493 753 558 624 688 754 549 820 622 694 139 222 277 337 361 404 188 477 241 301 367 439 208 519 267 33328397 477 532 588 571 643 459 699 519 579 640 700 510 762 577 645 124 199 248 302 323 362 168 427 216 269 328 393 186 464 239 29829444 495 547 531 600 427 651 483 540 597 652 475 709 538 601 179 223 272 290 325 151 384 194 242 295 354 167 417 215 268 30 414 462 511 496 559 399 607 451 504 556 609 444 661 502 561 161 201 245 262 293 137 346 175 218 266 319 151 377 194 24231387 433 478 465 523 373 568 421 471 520 570 415 619 469 525 146 182 222 237 266 124 314 158 198 241 289 137 341 175 21932363 406 448 435 490 349 534 396 442 489 535 388 580 441 492 132 165 201 215 241 112 285 144 179 219 262 124 309 159 199 33 342 381 421 409 462 501 248 415 459 502 546 414 463 121 150 183 196 220 259 131 163 199 239 282 145 18134321 358 397 385 435 472 233 391 432 472 514 390 435 110 137 167 179 201 237 120 149 182 218 257 132 16535303 339 373 363 409 445 330 369 408 445 484 367 411 101 126 153 164 184 217 110 137 167 200 236 121 15136286 319 354 343 387 420 312 348 385 421 457 348 388 92 115 141 150 169 199 101 125 153 183 216 111 13937303 334 324 366 397 330 364 399 433 367 106 130 138 155 183 115 141 169 199 128 38 286 316 307 346 376 312 345 378 411 348 98 119 128 143 169 106 130 156 184 11839271 300 292 328 357 297 327 358 390 330 90 110 118 132 156 98 120 144 170 10940258 285 277 312 340 282 310 340 370 313 84 102 109 122 145 91 111 133 157 101 41 271 264 297 322 295 324 352 95 101 114 134 103 124 14642259 252 283 307 282 309 336 88 94 106 125 96 115 13643247 240 270 294 268 294 319 82 88 98 116 89 107 12644235 229 258 280 256 280 306 76 82 92 108 83 100 11845219 246 268 268 291 76 86 101 93 110 46 208 235 256 256 279 71 80 95 87 10347199 225 246 246 267 67 75 89 82 9648192 216 235 235 256 63 70 83 77 90 49 225 246 78 8550216 235 73 8051208 226 69 7552199 217 65 71 L R F D 24K5 24K6 20K6 18K7 LRFD K-SERIES ECONOMY TABLE - STANDARD UNITS 14K6 24K4 8.4 8.98.57.7 16K7 22K5 7.7 8.17.7 7.8 8.1 26K5 18K5 16K6 20K5 7.7 8.6 26K6 8.97.9 8.58.4 8.6 18K6 22K6 20K7 69 Joist Designation Depth (In).28 22 24 26 28 24 30 26 28 16 30 18 20 22 24 26 Approx. Wt(lbs./ft.) Span (ft.) 16 825 550 17 825 526 18 825 825 490 550 19 825 825 825 455 523 55020825 825 825 426 490 55021825825 825 825 825 550 406 460 520 550 22 825 825 825 825 825 548 385 438 490 548 23 825 825 825 825 825 825 825 825 518 550 550 363 418 468 518 55024825 825 825 825 825 825 825 825 495 544 544 346 396 448 495 54425825 825 825 825 825 771 825 825 825 825 825 474 520 550 520 550 311 377 426 474 520 55026825 825 825 825 825 711 807 825 825 825 825 454 499 541 499 541 276 354 405 454 499 54127825 768 825 825 825 825 825 825 658 747 825 825 825 825 550 406 479 522 550 479 522 550 246 315 389 432 479 52228822 712 781 825 825 825 825 825 612 694 775 825 825 825 541 364 436 501 543 456 501 543 220 282 353 413 456 50129766 664 727 790 825 804 825 825 825 570 825 646 723 798 825 825 486 327 392 463 522 429 550 479 522 198 550 254 317 387 436 47930715 619 679 738 796 750 825 816 825 532 825 603 675 745 816 825 439 295 353 417 486 387 543 457 500 178 543 229 286 349 419 45931669 580 636 690 745 702 801 763 825 498 825 564 631 697 765 825 397 267 320 378 440 350 508 413 480 161 520 207 259 316 379 44432627 544 595 648 699 658 751 715 772 466 823 529 592 654 717 778 361 242 290 343 400 318 461 375 438 147 500 188 235 287 344 40733589 511 559 609 657 619 706 672 726 780 498 556 615 673 732 329 221 265 312 364 289 420 342 399 460 171 214 261 313 37034555 481 526 573 618 582 664 633 684 735 468 523 579 634 688 300 202 242 285 333 264 384 312 364 420 156 195 239 286 33835523 454 496 540 583 549 627 597 645 693 441 493 546 598 649 275 185 221 261 305 242 351 286 333 384 143 179 219 262 31036495 429 469 510 550 519 592 564 609 654 417 466 516 565 613 252 169 203 240 280 222 323 263 306 353 132 164 201 241 28437468 406 444 483 522 490 559 534 576 619 441 487 534 580 232 156 187 221 257 205 297 242 282 325 151 185 222 26238444 384 421 457 493 465 531 505 546 586 418 462 507 550 214 144 172 204 237 189 274 223 260 300 139 170 204 24139420 364 399 433 469 441 504 480 519 556 397 438 480 522 198 133 159 188 219 174 253 206 240 277 129 157 189 22340399 346 379 412 445 420 478 456 492 529 376 417 456 496 183 123 148 174 203 161 234 191 222 256 119 146 175 20741379 330 361 393 424 399 454 433 468 502 396 435 472 170 114 137 162 189 150 217 177 206 238 135 162 19242361 313 343 373 403 379 433 412 445 480 378 414 450 158 106 127 150 175 139 202 164 192 221 126 151 17843345 300 328 357 385 363 414 394 426 457 360 394 429 147 99 118 140 163 130 188 153 179 206 117 140 16644330 286 313 340 367 346 394 376 406 436 343 376 409 137 92 110 131 152 121 176 143 167 192 109 131 15545315 298 325 351 330 376 360 388 417 360 391 128 103 122 142 113 164 133 156 179 122 14546301 286 310 336 316 361 343 372 399 345 375 120 97 114 133 106 153 125 146 168 114 13547288 274 298 321 303 345 328 355 382 330 358 112 90 107 125 99 144 117 136 157 107 127 48 276 262 285 309 291 331 315 340 366 316 343 105 85 100 117 93 135 110 128 148 101 119 49 265 274 295 318 303 327 351 330 99 94 110 127 103 120 139 11250255 262 283 304 291 313 337 316 93 89 103 119 97 113 130 10551244 252 273 292 279 301 324 304 88 83 97 112 91 106 123 9952235 243 262 282 268 289 312 292 83 79 92 106 86 100 116 9353226 252 271 279 300 78 87 100 95 10954217 243 261 268 288 74 82 94 89 10355210 234 252 259 277 70 77 89 85 9856202 226 243 249 268 66 73 84 80 9257234 259 80 8858226 250 76 8359219 241 72 7960211 234 69 75 LRFD K-SERIES ECONOMY TABLE - STANDARD UNITS 16K9 24K7 18K9 20K9 26K7 22K9 9.8 26K8 30K8 24K8 28K7 24K9 28K8 L R F D 10.39.7 10.09.49.2 9.6 30K7 10.19.08.9 28K6 9.0 22K7 26K9 10.410.210.09.0 10.1 70 Joist Designation Depth (In.)28 30 18 20 22 24 26 28 22 30 30 24 26 28 30 Approx. Wt. (lbs/ft)Span (ft.) 18 82555019825 825 523 55020825825 490 55021825825 825 825460520 550 55022825825 825 825 438 490 548 54823825825 825 825 825 825418468 518 550 518 55024825825 825 825 825 825 396 448 495 544 495 54425825825 825 825 825 825 825 825 377 426 474 520 550 474 520 55026825825 825 825 825 825 825 825361405 454 499 541 454 499 541 27 825 825 825 825 825 825 825 825 825 825 825 550 347 389 432 479 522 550 432 479 522 55028825822825 825 825 825 825 825 825 825 825543331375 413 456 501 543 413 456 501 54329825 825 766 825 825 825 825 825 825 825 825 825 825 825 825 522 550 298 359 399 436 479 522 399 550 550 436 479 522 55030825 825 715 799 825 825 825 825 825 825 825 825 825 825 825 500 543 269 336 385 422 459 500 385 543 543 422 459 500 54331825 825 669 748 825 825 825 825 825 825 825 825 825 825 825480 520 243 304 369 410 444 480 369 520 520 410 444 480 52032823 823 627 702 775 823 823 823 823 823 823 823 823 823 823 463 500 221 276 337 393 431 463 355 500 500 393 431 463 50033790 798 589 660 729 798 798 798 798 798 798 798 798 798 798 432 468 201 251 307 368 404 435 334 468 468 368 404 435 46834744 774 555 621 687 753 774 774 774 774 774 774 774 774 774395 441 184 229 280 337 378 410 314 441 441 344 378 410 44135702 751 523 585 648 709 751 751 741 751 751 751 751 751 751 361 415 168 210 257 308 356 389 292 415 415 324 356 389 41536663 712 495 553 612 670 729 730 700 730 730 730 730 730 730332 383 154 193 236 283 334 366 269 392 392 306 334 366 39237627 673 523 579 634 690 711 663 711 711 711 711 711 711 305 352 178 217 260 308 344 247 374 374 290 315 344 37438594 639 496 549 601 654 691 628 691 691 691 691 691 691 282 325 164 200 240 284 325 228 353 353 275 299 325 35339564 606 471 520 570 619 670 595 673 673 673 673 673 673260 300 151 185 222 262 306 211 333 333 261 283 308 33340535 576 447 495 541 589 636 565 657 657 657 657 657 657 241 278 140 171 206 243 284 195 315 315 247 269 291 31541510 547 471 516 561 606 538 640 640 640 640 640 640 224 258 159 191 225 263 181 300 300 235 256 277 30042486 522 448 490 534 576 513 619 625 625 625 625 625 208 240 148 177 210 245 168 282 284 224 244 264 28443463 498 427 468 508 550 489 591 610 609 610 610 610 194 223 138 165 195 228 157 263 270 213 232 252 27044442 475 408 447 486 525 466 564 597 580 597 597 597181 208 128 154 182 212 146 245 258 199 222 240 25845423 454 427 465 501 538 583 555 583 583 583 169 195 144 170 198 229 246 185 212 229 24646405 435 408 444 480 516 570 531 570 570 570 158 182 135 159 186 214 236 174 203 219 23647387 415 391 426 459 493 558 508 553 558 558148 171 126 149 174 201 226 163 192 210 22648370 399 375 408 441 472 543 487 529 547 547 139 160 118 140 163 188 215 153 180 201 21649355 382 391 423 454 520 508 535 535130 150 131 153 177 202 169 193 20750342 367 375 405 436 499 487 525 525 123 141 124 144 166 190 159 185 19951328 352 361 390 418 480 469 507 514 115 133 116 136 157 179 150 175 19252315 339 346 375 402 462 451 487 504109 126 110 128 148 169 142 165 18453304 327 360 387 444 469 495 103 119 121 140 159 156 17754292 313 348 373 427 451 486 97 112 114 132 150 147 17055282 303 334 360 412 435 46892 106 108 125 142 139 16156271 292 322 346 397 420 451 87 100 102 118 135 132 15357282334 384 43595112 128 14558271322 370 420 90 106 121 13759262312 358 406 86 101 115 13060253301 346 3938196 109 124 24K10 L R F D 26K12 28K12 30K12 28K10 LRFD K-SERIES ECONOMY TABLE - STANDARD UNITS 30K9 10.5 11.711.6 20K10 22K11 26K10 22K10 18K10 10.6 28K9 13.7 14.5 15.0 30K10 24K12 30K11 11.911.8 11.8 11.9 13.511.6 13.311.7 71 Joist Designation Depth (In.)10 12 14 16 12 14 16 18 20 14 16 12 18 20 22 16 Approx. Wt. (lbs./ft) Span (ft) 10 550 550 11 550 542 12 550 550 550 550 455 550 550 550 13 479 550 550 550 363 510 510 510 14 412 500 550 550 550 550 550 289 425 550 463 550 550 463 15 358 434 511 543 550 550 550 234 344 475 428 507 507 434 16 313 380 448 550 476 550 550 550 550 550 550 192 282 390 550 351 467 550 467 550 396 550 17 277 336 395 512 420 495 550 550 550 550 550 159 234 324 488 291 404 526 443 526 366 526 18 246 299 352 456 374 441 508 550 530 550 507 550 550 134 197 272 409 245 339 456 550 397 490 317 550 490 19 221 268 315 408 335 395 455 514 550 475 547 454 550 550 550 113 167 230 347 207 287 386 494 550 336 452 269 523 550 455 20 199 241 284 368 302 356 410 463 517 428 493 409 550 550 550 97 142 197 297 177 246 330 423 517 287 386 230 490 550 426 21 218 257 333 273 322 371 420 468 388 447 370 506 550 550 503 123 170 255 153 212 285 364 453 248 333 198 426 520 550 373 22 199 234 303 249 293 337 382 426 353 406 337 460 514 550 458 106 147 222 132 184 247 316 393 215 289 172 370 461 548 323 23 181 214 277 227 268 308 349 389 322 371 308 420 469 518 418 93 128 194 116 160 216 276 344 188 252 150 323 402 491 282 24 166 196 254 208 245 283 320 357 295 340 282 385 430 475 384 81 113 170 101 141 189 242 302 165 221 132 284 353 431 248 25 180 234 226 260 294 329 272 313 355 396 438 353 100 150 124 167 214 266 145 195 250 312 381 219 26 166 216 209 240 272 304 251 289 328 366 404 326 88 133 110 148 190 236 129 173 222 277 338 194 27 154 200 193 223 252 281 233 268 303 339 374 302 79 119 98 132 169 211 115 155 198 247 301 173 28 143 186 180 207 234 261 216 249 282 315 348 281 70 106 88 118 151 189 103 138 177 221 270 155 29 173 193 218 243 232 263 293 324 261 95 106 136 170 124 159 199 242 139 30 161 180 203 227 216 245 274 302 244 86 96 123 153 112 144 179 219 126 31 151 168 190 212 203 229 256 283 228 78 87 111 138 101 130 162 198 114 32 142 158 178 199 190 215 240 265 214 71 79 101 126 92 118 147 180 103 33 168 187 202 226 249 92 114 108 134 164 34 158 176 190 212 235 84 105 98 122 149 35 149 166 179 200 221 77 96 90 112 137 36 141 157 169 189 209 70 88 82 103 126 37 148 179 198 81 95 116 38 141 170 187 74 87 10739133 161 178 69 81 98 40 127 153 169 64 75 91 41 161 8542153 79 43 146 73 44 139 68 22K4 7.3 18K4 16K5 14K420K3 16K4 12K5 20K4 7.2 A S D 10K1 12K1 14K1 16K2 12K3 14K3 16K3 18K3 ASD K-SERIES ECONOMY TABLE - STANDARD UNITS 5.0 5.0 5.2 5.5 5.7 7.1 7.56.0 6.3 6.4 6.76.5 7.0 7.2 72 Joist DesignationDepth (In).1418202224241626 18 20 22 24 16 26 18 20Approx. Wt.(lbs./ft)Span (ft) 14 550 55015550 50716550 550 550 467 550 55017550 550 550 443 526 52618550 550 550 550 550 550 408 550 490 550 490 55019550 550 550 550 550 550 550 550 550 383 523 550 455 523 550 455 523 55020525 550 550 550 550 550 550 550 550 347 490 550 426 490 550 426 490 55021475 550 550 550 548 550 550 550 550 550 550 299 460 520 550 405 460 520 550 406 460 52022432 518 550 550 498 550 550 550 550 550 550 259 414 490 548 351 438 490 548 385 438 49023395 473 529 550 550 550 455 516 550 550 550 507 550 550 226 362 451 518 550 550 307 393 468 518 550 339 418 46824362 434 485 536 520 550 418 473 528 550 550 465 526 550 199 318 396 483 516 544 269 345 430 495 544 298 382 44825334 400 446 493 479 540 384 550 435 486 537 550 428 550 485 541 175 281 350 427 456 511 238 550 305 380 464 520 263 550 337 42126308 369 412 455 442 499 355 542 402 449 496 543 395 550 448 500 156 249 310 379 405 453 211 535 271 337 411 493 233 541 299 37327285 342 382 422 410 462 329 502 372 416 459 503 366 547 415 463 139 222 277 337 361 404 188 477 241 301 367 439 208 519 267 33328265 318 355 392 381 429 306 466 346 386 427 467 340 508 385 430 124 199 248 302 323 362 168 427 216 269 328 393 186 464 239 29829296 330 365 354 400 285 434 322 360 398 435 317 473 359 401 179 223 272 290 325 151 384 194 242 295 354 167 417 215 26830276 308 341 331 373 266 405 301 336 371 406 296 441 335 374161 201 245 262 293 137 346 175 218 266 319 151 377 194 24231258 289 319 310 349 249 379 281 314 347 380 277 413 313 350 146 182 222 237 266 124 314 158 198 241 289 137 341 175 21932242 271 299 290 327 233 356 264 295 326 357 259 387 294 328 132 165 201 215 241 112 285 144 179 219 262 124 309 159 19933228 254 281 273 308 334 248 277 306 335 364 276 309 121 150 183 196 220 259 131 163 199 239 282 145 18134214 239 265 257 290 315 233 261 288 315 343 260 290 110 137 167 179 201 237 120 149 182 218 257 132 16535202 226 249 242 273 297 220 246 272 297 323 245 274 101 126 153 164 184 217 110 137 167 200 236 121 15136191 213 236 229 258 280 208 232 257 281 305 232 259 92 115 141 150 169 199 101 125 153 183 216 111 13937202 223 216 244 265 220 243 266 289 245 106 130 138 155 183 115 141 169 199 12838191 211 205 231 251 208 230 252 274 232 98 119 128 143 169 106 130 156 184 11839181 200 195 219 238 198 218 239 260 220 90 110 118 132 156 98 120 144 170 10940172 190 185 208 227 188 207 227 247 209 84 102 109 122 145 91 111 133 157 10141181 176 198 215 197 216 235 95 101 114 134 103 124 14642173 168 189 205 188 206 224 88 94 106 125 96 115 13643165 160 180 196 179 196 213 82 88 98 116 89 107 12644157 153 172 187 171 187 20476 82 92 108 83 100 11845146 164 179 179 194 76 86 101 93 11046139 157 171 171 186 71 80 95 87 10347133 150 164 164 178 67 75 89 82 9648128 144 157 157 171 63 70 83 77 9049150 164 78 8550144 157 73 8051139 151 69 7552133 14565 71 A S D ASD K-SERIES ECONOMY TABLE - STANDARD UNITS 24K6 20K6 18K7 22K6 8.17.8 8.4 8.6 24K4 18K6 8.58.47.9 8.1 8.98.5 20K7 14K6 18K5 16K6 7.7 7.7 8.98.6 20K5 22K5 16K7 26K6 24K5 26K5 7.7 7.7 73 Joist Designation Depth (In).28222426282430262816301820222426Approx. Wt(lbs./ft.)Span (ft.)16 5505501755052618550 55049055019550550 550 455 523 55020550550 550 426 490 55021550550550 550 550550406460 520 55022550550550 550 550548385438 490 54823550 550 550 550 550 550 550 550518 550 550 363 418 468 518 55024550 550 550 550 550 550 550 550495 544 544 346 396 448 495 54425550 550 550 550 550 514 550 550 550 550 550 474 520 550 520 550 311 377 426 474 520 55026550 550 550 550 550 474 538 550 550 550 550 454 499 541 499 541 276 354 405 454 499 54127550 512 550 550 550 550 550 550 439 498 550 550 550 550550 406 479 522 550 479 522 550 246 315 389 432 479 52228548 475 521 550 550 550 550 550 408 463 517 550 550 550541 364 436 501 543 456 501 543 220 282 353 413 456 50129511 443 485 527 550 536 550 550 550 380 550 431 482 532 550 550486 327 392 463 522 429 550 479 522 198 550 254 317 387 436 47930477 413 453 492 531 500 550 544 550 355 550 402 450 497 544 550439 295 353 417 486 387 543 457 500 178 543 229 286 349 419 45931446 387 424 460 497 468 534 509 550 332 550 376 421 465 510 550 397 267 320 378 440 350 508 413 480 161 520 207 259 316 379 44432418 363 397 432 466 439 501 477 515 311 549 353 395 436 478 519 361 242 290 343 400 318 461 375 438 147 500 188 235 287 344 40733393 341 373 406 438 413 471 448 484 520 332 371 410 449 488329 221 265 312 364 289 420 342 399 460 171 214 261 313 37034370 321 351 382 412 388 443 422 456 490 312 349 386 423 459300 202 242 285 333 264 384 312 364 420 156 195 239 286 33835349 303 331 360 389 366 418 398 430 462 294 329 364 399 433275 185 221 261 305 242 351 286 333 384 143 179 219 262 31036330 286 313 340 367 346 395 376 406 436 278 311 344 377 409252 169 203 240 280 222 323 263 306 353 132 164 201 241 28437312 271 296 322 348 327 373 356 384 413 294 325 356 387 232 156 187 221 257 205 297 242 282 325 151 185 222 26238296 256 281 305 329 310 354 337 364 391 279 308 338 367 214 144 172 204 237 189 274 223 260 300 139 170 204 24139280 243 266 289 313 294 336 320 346 371 265 292 320 348198 133 159 188 219 174 253 206 240 277 129 157 189 22340266 231 253 275 297 280 319 304 328 353 251 278 304 331183 123 148 174 203 161 234 191 222 256 119 146 175 20741253 220 241 262 283 266 303 289 312 335 264 290 315170 114 137 162 189 150 217 177 206 238 135 162 19242241 209 229 249 269 253 289 275 297 320 252 276 300158 106 127 150 175 139 202 164 192 221 126 151 17843230 200 219 238 257 242 276 263 284 305 240 263 286147 99 118 140 163 130 188 153 179 206 117 140 16644220 191 209 227 245 231 263 251 271 291 229 251 273 137 92 110 131 152 121 176 143 167 192 109 131 15545210 199 217 234 220 251 240 259 278 240 261128 103 122 142 113 164 133 156 179 122 14546201 191 207 224 211 241 229 248 266 230 250120 97 114 133 106 153 125 146 168 114 13547192 183 199 214 202 230 219 237 255 220 239112 90 107 125 99 144 117 136 157 107 12748184 175 190 206 194 221 210 227 244 211 229105 85 100 117 93 135 110 128 148 101 11949177 183 197 212 202 218 234 22099 94 110 127 103 120 139 11250170 175 189 203 194 209 225 211 93 89 103 119 97 113 130 10551163 168 182 195 186 201 216 20388 83 97 112 91 106 123 9952157 162 175 188 179 193 208 19583 79 92 106 86 100 116 9353151 168 181 186 20078 87 100 95 10954145 162 174 179 19274 82 94 89 10355140 156 168 173 18570 77 89 85 9856135 151 162 166 179 66 73 84 80 9257156 173 80 8858151 16776 8359146 16172 7960141 15669 75 ASD K-SERIES ECONOMY TABLE - STANDARD UNITS A S D 10.39.7 10.48.9 9.49.2 10.19.0 10.29.0 10.09.0 10.19.6 9.8 10.0 26K9 24K8 28K7 24K9 30K7 28K8 30K8 22K9 22K7 16K9 24K7 18K9 28K6 20K9 26K7 26K8 74 Joist Designation Depth (In.) 28 30 18 20 22 24 26 28 22 30 30 24 26 28 30 Approx. Wt. (lbs/ft) Span (ft.) 18 550 55019550 550523 55020550 550490 55021550 550 550 550460 520 550 55022550 550 550 550438 490 548 54823550 550 550 550 550 550 418 468 518 550 518 55024550 550 550 550 550 550 396 448 495 544 495 54425550 550 550 550 550 550 550 550377 426 474 520 550 474 520 55026550 550 550 550 550 550 550 550361 405 454 499 541 454 499 54127550 550 550 550 550 550 550 550 550 550 550550 347 389 432 479 522 550 432 479 522 55028550 548 550 550 550 550 550 550 550 550 550543 331 375 413 456 501 543 413 456 501 54329550 550 511 550 550 550 550 550 550 550 550 550 550 550 550 522 550 298 359 399 436 479 522 399 550 550 436 479 522 55030550 550 477 533 550 550 550 550 550 550 550 550 550 550 550 500 543 269 336 385 422 459 500 385 543 543 422 459 500 54331550 550 446 499 550 550 550 550 550 550 550 550 550 550 550480 520 243 304 369 410 444 480 369 520 520 410 444 480 52032549 549 418 468 517 549 549 549 549 549 549 549 549 549 549463 500 221 276 337 393 431 463 355 500 500 393 431 463 50033527 532 393 440 486 532 532 532 532 532 532 532 532 532 532432 468 201 251 307 368 404 435 334 468 468 368 404 435 46834496 516 370 414 458 502 516 516 516 516 516 516 516 516 516395 441 184 229 280 337 378 410 314 441 441 344 378 410 44135468 501 349 390 432 473 501 501 494 501 501 501 501 501 501 361 415 168 210 257 308 356 389 292 415 415 324 356 389 41536442 475 330 369 408 447 486 487 467 487 487 487 487 487 487 332 383 154 193 236 283 334 366 269 392 392 306 334 366 39237418 449 349 386 423 460 474 442 474 474 474 474 474 474305 352 178 217 260 308 344 247 374 374 290 315 344 37438396 426 331 366 401 436 461 419 461 461 461 461 461 461282 325 164 200 240 284 325 228 353 353 275 299 325 35339376 404 314 347 380 413 447 397 449 449 449 449 449 449260 300 151 185 222 262 306 211 333 333 261 283 308 33340357 384 298 330 361 393 424 377 438 438 438 438 438 438241 278 140 171 206 243 284 195 315 315 247 269 291 31541340 365 314 344 374 404 359 427 427 427 427 427 427 224 258 159 191 225 263 181 300 300 235 256 277 30042324 348 299 327 356 384 342 413 417 417 417 417 417 208 240 148 177 210 245 168 282 284 224 244 264 28443309 332 285 312 339 367 326 394 407 406 407 407 407194 223 138 165 195 228 157 263 270 213 232 252 27044295 317 272 298 324 350 311 376 398 387 398 398 398181 208 128 154 182 212 146 245 258 199 222 240 25845282 303 285 310 334 359 389 370 389 389 389169 195 144 170 198 229 246 185 212 229 24646270 290 272 296 320 344 380 354 380 380 380158 182 135 159 186 214 236 174 203 219 23647258 277 261 284 306 329 372 339 369 372 372 148 171 126 149 174 201 226 163 192 210 22648247 266 250 272 294 315 362 325 353 365 365 139 160 118 140 163 188 215 153 180 201 21649237 255 261 282 303 347 339 357 357130 150 131 153 177 202 169 193 20750228 245 250 270 291 333 325 350 350123 141 124 144 166 190 159 185 19951219 235 241 260 279 320 313 338 343115 133 116 136 157 179 150 175 19252210 226 231 250 268 308 301 325 336 109 126 110 128 148 169 142 165 18453203 218 240 258 296 313 330 103 119 121 140 159 156 17754195 209 232 249 285 301 324 97 112 114 132 150 147 17055188 202 223 240 275 290 31292 106 108 125 142 139 16156181 195 215 231 265 280 30187 100 102 118 135 132 15357188223 256 29095112 128 14558181215 247 280 90 106 121 13759175208 239 271 86 101 115 13060169201 231 2628196 109 124 13.7 14.5 15.0 30K11 10.6 11.911.8 11.8 11.9 13.511.711.6 13.310.5 11.711.6 26K12 28K12 30K12 28K10 30K10 24K12 A S D 22K10 28K9 24K10 18K10 30K9 22K11 26K10 20K10 ASD K-SERIES ECONOMY TABLE - STANDARD UNITS 75 STANDARD ASD LOAD TABLE STANDARD LRFD LOAD TABLE FOR TOP CHORD EXTENSIONS (S TYPE) and (R TYPE) Based on a 50 ksi Maximum Yield Strength ASD Load Table adopted by the Steel Joist Institute November 15, 1989 LRFD Load Table adopted by the Steel Joist Institute May 1, 2000 Revised to May 18, 2010 – Effective December 31, 2010 Joist extensions are commonly furnished to support a variety of overhang conditions. 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 2½, (64 mm) end bearing depth is maintained over the entire length of the extension. The "S" TYPE extension is so designated because of its Simple nature whereas the "R" TYPE involves Reinforcing the top chord angles. The specifying professional should be aware that an "S" TYPE is more economical and should be specified whenever possible. The following load tables are for K-Series TOP CHORD EXTENSIONS and EXTENDED ENDS for ASD and LRFD methods of design. The tabulated values are the maximum allowable uniform load in pounds per linear foot (kiloNewton/meter). The “S” and “I” numbers shown in the load tables are the Elastic Section Modulus and Moment of Inertia of the extension (Section) number with which they are associated. In cases where it is not possible to meet specific job requirements with a 2½" (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. The “S” and “R” extension numbers are intended to be associated with Standard K-Series Joist Sizes of matching Section Number. When possible, the extension number should be limited to no more than the Standard K-Series Joist Section Number, for optimum economy. When TOP CHORD EXTENSIONS or EXTENDED ENDS are specified the bracing requirements must be considered by the specifying professional. It should be noted that an "R" TYPE extension must be specified when building details dictate a 2½, (64 mm) depth at the end of the extension. In the absence of specific instructions. the joist manufacturer may provide either type. TOP CHORD EXTENSION EXTENDED END (64 mm) (64 mm) SPAN L1 2½ SPAN L1 2½ W W TOP CHORD EXTEN. - “S” TYPE EXTENDED END - “R” TYPE (only top chord angles extended) (standard 2½ (64 mm) end depth extended) W = Uniform Load L1= Length of Extension SPAN = See K-Series Standard Specification for Definition of Span 76 Based on a Yield Strength of 50 ksi "S""I" TYPE (in.3)(in.4)0'-6" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0" 550 375 317550 550 550 550 550 451 550550550 550 550 550 501550550550550550 361 300 253 287339408 550 550 550 550 550 443 550550550 550 550 550 384481550550550550 291 242 204 219260313 550 550 550 550 448 357 1.931 2.183 2.413 3.016 2.414 2.729 221 186 1.558 1.673 1.690 1.948 2.091 550 550 550 550 550 528 409 326 2661.422 1.802 550 550 550 550 502550550550550550 164 177210253310389 550 464 359 286 233 194 4265505505501.147 1.249 1.561 550 550 550 136 150178214263330 518 386 299 238 194 161 265 211 172 143 121 1.039 1.299 550 550 550 R10 R11 R12 0.923 1.157 550 5501.433 5501.352 460 343 R6 R7 R8 R9 466 228 550550 R2 R3 R4 R5 550 550 550 550 550 550 332 257 205 167 139 117550 550 550 550 550 446 LENGTH (L1) TOP CHORD EXTENSION LOAD TABLE (R TYPE) Pounds Per Linear Foot 0.895R1 1.119 ASD ASD Based on a Maximum Yield Strength of 50 ksi "S""I" TYPE (in.3)(in.4)0'-6" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 550 363 178 105 0.138 550 466 228 TOP CHORD EXTENSION LOAD TABLE (S TYPE) Pounds Per Linear Foot LENGTH (L1) S1 0.099 0.088 135 S3 0.144 0.156 550 529 259 153 S2 0.127 S4 0.160 0.172 550 550 288 170 112 S5 0.176 0.188 550 550 316 187 123 169 S6 0.192 0.204 550 550 345 132 204 135 S7 0.241 0.306 550 550 433 256 518 120 S8 0.266 0.332 550 550 478 283 187 202 143 107 S10 0.380 0.544 550 550 550 S9 S11 0.438 0.622 550 550 3060.288 0.358 550 550 162 126 404 267 189 141 109 550 526 347 246 550 466 307 218 183 142 113 100 S12 0.494 0.696 550 550 77 LRFD "S""I" TYPE (in.3)(in.4)0'-6" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 825 544 267 157 0.138 825 700 343 TOP CHORD EXTENSION LOAD TABLE (S TYPE) Pounds Per Linear Foot LENGTH (L1) S1 0.099 0.088 202 S3 0.144 0.156 825 793 388 229 S2 0.127 S4 0.160 0.172 825 825 432 255 168 S5 0.176 0.188 825 825 474 280 184 253 S6 0.192 0.204 825 825 517 198 306 202 S7 0.241 0.306 825 825 649 384 777 180 S8 0.266 0.332 825 825 717 424 280 303 214 160 S10 0.380 0.544 825 825 825 S9 S11 0.438 0.622 825 825 4590.288 0.358 825 825 243 189 606 400 283 211 163 825 789 520 369 825 699 460 327 274 213 169 Based on a Yield Strength of 50 ksi 150 S12 0.494 0.696 825 825 LRFD LRFD Based on a Yield Strength of 50 ksi "S""I" TYPE (in.3)(in.4)0'-6" 1'-0" 1'-6" 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0" 541 450 379 612 508 430 825 676 562 475274 163 664 825 169 825 751 576721160214 283 825 211 825 436 363 306 328390469 792825 825 825 672 535 265 279331399489613 825 753 583 465 379 315 825 825 825 825 825 825 825825 202825 825649 517825 825 825 520 460 825 280 253 825 424 825 825 825 825 400 825 825 825 825 825825825 1.802 1.948 2.091 2.414 2.729 3.016 R9 R10 R11 R12 2.413 2.183 1.931 1.673 184280825 R6 R7 R8 1.558 1.422 1.352 1.690 225 246291349429538 825 639 495 394 321 2671.433 825 825 825 825 825 243 205 R5 1.249 1.561 825 825 1.147 696825 825 777 579 448 358 292 216 181 R3 R4 1.039 1.299 825 793 388 229 825 690 514 399 318 259 250 208 175 R2 0.923 1.157 825 700 343 202 R1 0.895 1.119 825 544 825 157 825 669 LENGTH (L1) TOP CHORD EXTENSION LOAD TABLE (R TYPE) Pounds Per Linear Foot 498 385 307 78 STANDARD ASD LOAD TABLE STANDARD LRFD LOAD TABLE FOR JOIST SUBSTITUTES AND OUTRIGGERS Based on a 50 ksi Maximum Yield Strength LRFD Load Table adopted by the Steel Joist Institute May 1, 2001 Revised to May 18, 2010 – Effective December 31, 2010 JOIST SUBSTITUTES, SIMPLE SPAN LOAD TABLES Joist substitutes are 2.5 inch (64 mm) deep sections intended for use in very short spans (less than 10 feet (3.05 m)) where Open Web Steel Joists are impractical. They are commonly specified to span over hallways and short spans in skewed bays. Joist substitutes are solid members that can be manufactured from material conforming to the Steel Joist Institute Standard Specifications and can be made of hot rolled or cold-formed channels or HSS as shown below. Full lateral support to the compressive flange is provided by attachments to the deck. Caution must be exercised during erection since joist substitutes exhibit some degree of instability. After erection and before loads of any description are placed on the joist substitutes, the ends must be attached to the supports per the SJI Standard Specification for Open Web Steel Joists, K-Series and the deck installed and attached to the top flange. 79 The BLACK figures in the LRFD Load Table gives the TOTAL safe factored uniformly distributed load- carrying capacity in pounds per linear foot, of 2.5 Inch Joist Substitutes. The BLACK figures in the ASD Load Table gives the TOTAL safe uniformly distributed load-carrying capacity in pounds per linear foot, of 2.5 Inch Joist Substitutes. The RED figures in the Load Table represent the unfactored, uniform load, in pounds per linear foot, which will produce an approximate joist substitute deflection of 1/360 of the span. This load can be linearly prorated to obtain the unfactored, uniform load for supplementary deflection criteria (i.e. an unfactored uniform load which will produce a joist substitute deflection of 1/240 of the span may be obtained by multiplying the RED figure by 360/240). In no case shall the prorated, unfactored load exceed the unfactored TOTAL load-carrying capacity of the joist substitute as given in the ASD Load Table for 2.5 Inch Simple Span Joist Substitutes, K-Series. Minimum section properties shall be provided for the particular 2.5K type specified even at shorter spans where the developed load capacity may exceed 550 plf (ASD) or 825 plf (LRFD). 2.5K JOIST SUBSTITUTES PROPERTIES 2.5K TYPE 2.5K1 2.5K2 2.5K3 S in3 0.62 0.86 1.20 I in4 0.77 1.07 1.50 Approximate weight (lbs/ft) 3.0 4.2 6.4 LRFD ASD LOAD TABLES FOR 2.5 INCH SIMPLE SPAN LOAD TABLES FOR 2.5 INCH SIMPLE SPAN JOIST SUBSTITUTES, K-SERIES JOIST SUBSTITUTES, K-SERIES Based on a Maximum Yield Strength of 50 ksi Based on a Maximum Yield Strength of 50 ksi Designation 2.5K1 2.5K2 2.5K3 Designation 2.5K1 2.5K2 2.5K3 Span (ft-in) Pounds per Linear foot Span (ft-in) Pounds per Linear Foot 4'-0"825 825 825 4'-0"550 550 550 550 550 550 550 550 550 5'-0"825 825 825 5'-0"550 550 550 326 452 550 326 452 550 6'-0"579 804 825 6'-0"386 536 550 182 253 354 182 253 354 7'-0"418 580 810 7'-0"279 387 540 112 155 218 112 155 218 8'-0"316 439 612 8'-0"211 293 408 73 102 143 73 102 143 9'-0"0 343 480 9'-0"0 229 320 0 71 99 0 71 99 10'-0"0 0 385 10'-0"0 0 257 0071 0071 The Simple Span Joist Substitutes Load Tables list uniform loads based on LRFD and ASD methods of design and are shown in U.S. Customary Units. 80 JOIST SUBSTITUTES, OUTRIGGERS LOAD TABLES Joist substitutes may be used in an outrigger condition where the member is overhanging one support as illustrated below where a portion is the back span and the remainder is the cantilever span or outrigger. Joist substitutes used in this configuration are 2.5 inch (64 mm) deep sections. Backspan length Span = Unsupported approximately equal Cantilever Length to cantilever span The BLACK figures in the LRFD Load Table gives the TOTAL safe factored uniformly distributed load- carrying capacity in pounds per linear foot, of 2.5 Inch Joist Outriggers. The BLACK figures in the ASD Load Table gives the TOTAL safe uniformly distributed load-carrying capacity in pounds per linear foot, of 2.5 Inch Joist Outriggers. Serviceability requirements must be checked by the specifying professional. When calculating the actual live load deflection at the end of the cantilever it is necessary to consider the length of the back span. Minimum section properties shall be provided for the particular 2.5K type specified even at shorter spans where the developed load capacity may exceed 550 plf (ASD) or 825 plf (LRFD). The Joist Outriggers Load Tables list uniform loads based on LRFD and ASD methods of design and are shown in U.S. Customary 81 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 2'-0" 2'-6" 3'-0" 3'-6" 4'-0" 4'-6" 5'-0" 5'-6" 6'-0" PLF TOTAL ALLOWABLE LOAD FOR UNSUPPORTED CANTILEVER SPAN ft-inOUTRIGGER TYPE OUTRIGGER TYPE PLF SPAN ft-in TOTAL ALLOWABLE LOAD FOR UNSUPPORTED CANTILEVER 296 240 198 167 212 172 142 119 2.5K3 550 550 550 490 375 153 124 102 86 2.5K2 550 550 478 351 269 2.5K1 550 496 344 253 194 ASD LOAD TABLES FOR 2.5 INCH JOIST OUTRIGGERS, K-SERIES 179258318403 250 129229 186 6'-0" 825 825 153 213 516 379 291 LRFD LOAD TABLES FOR 2.5 INCH JOIST OUTRIGGERS, K-SERIES 825 825 744825 717 526 562 444 360 297825 2.5K1 2.5K2 2.5K3 735 Notes: 82 83 American National Standard SJI-LH/DLH-2010 Adopted by the Steel Joist Institute May 10, 2006 Revised to May 18, 2010, Effective December 31, 2010 100.1 SCOPE The Standard Specification for Longspan Steel Joists, LH-Series and Deep Longspan Steel Joists, DLH-Series, hereafter referred to as the Specification, covers the design, manufacture, application, and erection stability and handling of Longspan Steel Joists LH-Series, and Deep Longspan Steel Joists, DLH-Series in buildings or other structures, where other structures are defined as those structures designed, manufactured, and erected in a manner similar to buildings.. LH- and DLH-Series joists shall be designed using Allowable Stress Design (ASD) or Load and Resistance Factor Design (LRFD) in accordance with this Specification. Steel joists shall be erected in accordance with the Occupational Safety and Health Administration (OSHA), U.S. Department of Labor, Code of Federal Regulations 29CFR Part 1926 Safety Standards for Steel Erection. The erection of LH- and DLH-Series joists 144 ft. (43.9 m) or less is governed by Section 1926.757 Open Web Steel Joists and joists over this length by Section 1926.756 Beams and Columns. This Specification includes Sections 100 through 105. 100.2 DEFINITION The term "Longspan Steel Joists LH-Series and Deep Longspan Steel Joists DLH-Series”, as used herein, refers to open web, load-carrying members utilizing hot-rolled or cold-formed steel, including cold-formed steel whose yield strength has been attained by cold working, suitable for the direct support of floors and roof slabs or decks. The LH-Series joists have been standardized in depths from 18 inches (457 mm) through 48 inches (1219 mm), for spans up through 96 feet (29260 mm). The DLH-Series joists have been standardized in depths from 52 inches (1321 mm) through 120 inches (3048 mm), for spans up through 240 feet (73150 mm). The LH- and DLH-Series standard joist designations are determined by their nominal depth at the center of the span, followed by the letters LH or DLH as appropriate, and then by the chord size designation assigned. The chord size designations range from 02 to 25. Therefore, as a performance based specification, the LH- and DLH-Series standard joist designations listed in the following Standard Load Tables shall support the uniformly distributed loads as provided in the appropriate tables: Standard LRFD Load Table Longspan Steel Joists, LH-Series – U.S. Customary Units Standard ASD Load Table Longspan Steel Joists, LH-Series – U.S. Customary Units Standard LRFD Load Table Deep Longspan Steel Joists, DLH-Series – U.S. Customary Units Standard ASD Load Table Deep Longspan Steel Joists, DLH-Series – U.S. Customary Units STANDARD SPECIFICATION FOR LONGSPAN STEEL JOISTS, LH-SERIES AND DEEP LONGSPAN STEEL JOISTS, DLH-SERIES SECTION 100. SCOPE AND DEFINITIONS 84 American National Standard SJI-LH/DLH-2010 And the following Standard Load Tables published electronically at www.steeljoist.org/loadtables Standard LRFD Load Table Longspan Steel Joists, LH-Series – S.I. Units Standard ASD Load Table Longspan Steel Joists, LH-Series – S.I. Units Standard LRFD Load Table Deep Longspan Steel Joists, DLH-Series – S.I. Units Standard ASD Load Table Deep Longspan Steel Joists, DLH-Series – S.I. Units An alternate method of specifying a standard LH-Series joist is to provide the designation in a “load/load” sequence. The format used is ddLHtl/ll where: dd is the nominal depth of the joist in inches (mm) tl is the total uniformly distributed load applied to the joist top chord, plf (kN/m) ll is the uniform live load for which the deflection shall be checked and limited as required by the Specification, plf (kN/m) The load/load LH-Series joists can be specified in depths from 14 inches (356 mm) through 120 inches (3048 mm) and spans from 14 feet (4267 mm) up through 240 feet (73152 mm). The maximum uniformly distributed load-carrying capacity of 2400 plf (35.03 kN/m) in ASD and 3600 plf (52.54 kN/m) in LRFD has been established for this alternate LH- Series format. The maximum capacity for any given load/load LH-Series joist is a function of span, depth and chord size. Six standard types of LH- and DLH-Series joists are designed and manufactured. These types are underslung (top chord bearing) or square-ended (bottom chord bearing), with parallel chords or with single or double pitched top chords. A pitch of the joist top chord up to 1/2 inch per foot (1:24) is allowed. The standard joist designation depth shall be the depth at mid-span. 100.3 STRUCTURAL DESIGN DRAWINGS AND SPECIFICATIONS The design drawings and specifications shall meet the requirements in the Code of Standard Practice for Steel Joists and Joist Girders, except for deviations specifically identified in the design drawings and/or specifications. SECTION 101. REFERENCED SPECIFICATIONS, CODES AND STANDARDS 101.1 REFERENCES American Institute of Steel Construction, Inc. (AISC) ANSI/AISC 360-10 Specification for Structural Steel Buildings American Iron and Steel Institute (AISI) ANSI/AISI S100-2007 North American Specification for Design of Cold-Formed Steel Structural Members ANSI/AISI S100-07/S1-09 , Supplement No. 1 to the North American Specification for the Design of Cold-Formed Steel Structural Members, 2007 Edition ANSI/AISI S100-07/S2-10 , Supplement No. 2 to the North American Specification for the Design of Cold-Formed Steel Structural Members, 2007 Edition 85 American National Standard SJI-LH/DLH-2010 American Society of Testing and Materials, ASTM International (ASTM) ASTM A6/A6M-09, Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling ASTM A36/A36M-08, Standard Specification for Carbon Structural Steel ASTM A242/242M-04 (2009), Standard Specification for High-Strength Low-Alloy Structural Steel ASTM A307-07b, Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength ASTM A325/325M-09, Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi [830 MPa] Minimum Tensile Strength ASTM A370-09ae1, Standard Test Methods and Definitions for Mechanical Testing of Steel Products ASTM A500/A500M-07, Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes ASTM A529/A529M-05, Standard Specification for High-Strength Carbon-Manganese Steel of Structural Quality ASTM A572/A572M-07, Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel ASTM A588/A588M-05, Standard Specification for High-Strength Low-Alloy Structural Steel, up to 50 ksi [345 MPa] Minimum Yield Point, with Atmospheric Corrosion Resistance ASTM A606/A606M-09, Standard Specification for Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric Corrosion Resistance ASTM A992/A992M-06a, Standard Specification for Structural Steel Shapes ASTM A1008/A1008M-09, Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardenable ASTM A1011/A1011M-09a, Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High- Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength American Welding Society (AWS) AWS A5.1/A5.1M-2004, Specification for Carbon Steel Electrodes for Shielded Metal Arc Welding AWS A5.5/A5.5M:2006, Specification for Low-Alloy Steel Electrodes for Shielded Metal Arc Welding AWS A5.17/A5.17M-97:R2007, Specification for Carbon Steel Electrodes and Fluxes for Submerged Arc Welding AWS A5.18/A5.18M:2005, Specification for Carbon Steel Electrodes and Rods for Gas Shielded Arc Welding AWS A5.20/A5.20M:2005, Specification for Carbon Steel Electrodes for Flux Cored Arc Welding AWS A5.23/A5.23M:2007, Specification for Low-Alloy Steel Electrodes and Fluxes for Submerged Arc Welding AWS A5.28/A5.28M:2005, Specification for Low-Alloy Steel Electrodes and Rods for Gas Shielded Arc Welding AWS A5.29/A5.29M:2005, Specification for Low Alloy Steel Electrodes for Flux Cored Arc Welding 101.2 OTHER REFERENCES The following references are non-ANSI Standard documents and as such, are provided solely as sources of commentary or additional information related to topics in this Specification: American Society of Civil Engineers (ASCE) SEI/ASCE 7-10 Minimum Design Loads for Buildings and Other Structures Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926 Safety Standards for Steel Erection; Final Rule, §1926.757 Open Web Steel Joists - January 18, 2001, Washington, D.C. 86 American National Standard SJI-LH/DLH-2010 Steel Joist Institute (SJI) SJI-COSP-2010, Code of Standard Practice for Steel Joists and Joist Girders Technical Digest No. 3 (2007), Structural Design of Steel Joist Roofs to Resist Ponding Loads Technical Digest No. 5 (1988), Vibration of Steel Joist-Concrete Slab Floors Technical Digest No. 6 (2011), Structural Design of Steel Joist Roofs to Resist Uplift Loads Technical Digest No. 8 (2008), Welding of Open Web Steel Joists and Joist Girders Technical Digest No. 9 (2008), Handling and Erection of Steel Joists and Joist Girders Technical Digest No. 10 (2003), Design of Fire Resistive Assemblies with Steel Joists Technical Digest No. 11 (2007), Design of Lateral Load Resisting Frames Using Steel Joists and Joist Girders Technical Digest No. 12 (2007), Evaluation and Modification of Open Web Steel Joists and Joist Girders Steel Structures Painting Council (SSPC) (2000), Steel Structures Painting Manual, Volume 2, Systems and Specifications, Paint Specification No. 15, Steel Joist Shop Primer, May 1, 1999, Pittsburgh, PA. 102.1 STEEL The steel used in the manufacture of LH- and DLH-Series joists shall conform to one of the following ASTM Specifications: x Carbon Structural Steel, ASTM A36/A36M. x High-Strength Low-Alloy Structural Steel, ASTM A242/A242M. x Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes, ASTM A500/A500M. x High-Strength Carbon-Manganese Steel of Structural Quality, ASTM A529/A529M. x High-Strength Low-Alloy Columbium-Vanadium Structural Steel, ASTM A572/A572M. x High-Strength Low-Alloy Structural Steel up to 50 ksi [345 MPa] Minimum Yield Point with Atmospheric Corrosion Resistance, ASTM A588/A588M. x Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric Corrosion Resistance, ASTM A606/A606M. x Structural Steel Shapes, ASTM A992/A992M. x Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardenable, ASTM A1008/A1008M. x Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra High Strength, ASTM A1011/A1011M. or shall be of suitable quality ordered or produced to other than the listed specifications, provided that such material in the state used for final assembly and manufacture is weldable and is proved by tests performed by the producer or manufacturer to have the properties specified in Section 102.2. SECTION 102. MATERIALS 87 American National Standard SJI-LH/DLH-2010 102.2 MECHANICAL PROPERTIES Steel used for LH- and DLH-Series joists shall have a minimum yield strength determined in accordance with one of the procedures specified in this section, which is equal to the yield strength* assumed in the design. *The term "Yield Strength" as used herein shall designate the yield level of a material as determined by the applicable method outlined in paragraph 13.1 “Yield Point”, and in paragraph 13.2 “Yield Strength”, of ASTM A370, Standard Test Methods and Definitions for Mechanical Testing of Steel Products, or as specified in paragraph 102.2 of this specification. Evidence that the steel furnished meets or exceeds the design yield strength shall, if requested, be provided in the form of an affidavit or by witnessed or certified test reports. For material used without consideration of increase in yield strength resulting from cold forming, the specimens shall be taken from as-rolled material. In the case of material, the mechanical properties of which conform to the requirements of one of the listed specifications, the test specimens and procedures shall conform to those of such specifications and to ASTM A370. In the case of material, the mechanical properties of which do not conform to the requirements of one of the listed specifications, the test specimens and procedures shall conform to the applicable requirements of ASTM A370, and the specimens shall exhibit a yield strength equal to or exceeding the design yield strength and an elongation of not less than (a) 20 percent in 2 inches (51 millimeters) for sheet and strip, or (b) 18 percent in 8 inches (203 millimeters) for plates, shapes and bars with adjustments for thickness for plates, shapes and bars as prescribed in ASTM A36/A36M, A242/A242M, A500/A500M, A529/A529M, A572/A572M, A588/A588M, A992/A992M whichever specification is applicable, on the basis of design yield strength. The number of tests shall be as prescribed in ASTM A6/A6M for plates, shapes, and bars; and ASTM A606/A606M, A1008/A1008M and A1011/A1011M for sheet and strip. If as-formed strength is utilized, the test reports shall show the results of tests performed on full section specimens in accordance with the provisions of the AISI North American Specifications for the Design of Cold-Formed Steel Structural Members. They shall also indicate compliance with these provisions and with the following additional requirements: a) The yield strength calculated from the test data shall equal or exceed the design yield strength. b) Where tension tests are made for acceptance and control purposes, the tensile strength shall be at least 8 percent greater than the yield strength of the section. c) Where compression tests are used for acceptance and control purposes, the specimen shall withstand a gross shortening of 2 percent of its original length without cracking. The length of the specimen shall be not greater than 20 times the least radius of gyration. d) If any test specimen fails to pass the requirements of the subparagraphs (a), (b), or (c) above, as applicable, two retests shall be made of specimens from the same lot. Failure of one of the retest specimens to meet such requirements shall be the cause for rejection of the lot represented by the specimens. 102.3 WELDING ELECTRODES The following electrodes shall be used for arc welding: a) For connected members both having a specified minimum yield strength greater than 36 ksi (250 MPa). AWS A5.1: 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 88 American National Standard SJI-LH/DLH-2010 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 b) For connected members both having a specified minimum yield strength of 36 ksi (250 MPa) or one having a specified minimum yield strength of 36 ksi (250 MPa), and the other having a specified minimum yield strength greater than 36 ksi (250 MPa). AWS A5.1: E60XX AWS A5.17: F6XX-EXXX, F6XX-ECXXX flux electrode combination AWS A5.20: E6XT-X, E6XT-XM AWS A5.29: E6XTX-X, E6XTX-XM or any of those listed in Section 102.3(a). Other welding methods, providing equivalent strength as demonstrated by tests, shall be permitted to be used. 102.4 PAINT The standard shop paint is intended to protect the steel for only a short period of exposure in ordinary atmospheric conditions and shall be considered an impermanent and provisional coating. When specified, the standard shop paint shall conform to one of the following: a) Steel Structures Painting Council Specification, SSPC No. 15. b) Or, shall be a shop paint which meets the minimum performance requirements of the above listed specification. 103.1 METHOD Joists shall be designed in accordance with this specification as simply-supported trusses supporting a floor or roof deck so constructed as to brace the top chord of the joists against lateral buckling. Where any applicable design feature is not specifically covered herein, the design shall be in accordance with the following specifications: a) Where the steel used consists of hot-rolled shapes, bars or plates, use the American Institute of Steel Construction, Specification for Structural Steel Buildings. b) For members which are cold-formed from sheet or strip steel, use the American Iron and Steel Institute, North American Specification for the Design of Cold-Formed Steel Structural Members. Design Basis: Steel joist designs shall be in accordance with the provisions in this Standard Specification using Load and Resistance Factor Design (LRFD) or Allowable Strength Design (ASD) as specified by the specifying professional for the project. Loads, Forces and Load Combinations: The loads and forces used for the steel joist design shall be calculated by the specifying professional in accordance with the applicable building code and specified and provided on the contract drawings. SECTION 103. DESIGN AND MANUFACTURE 89 American National Standard SJI-LH/DLH-2010 The load combinations shall be specified by the specifying professional on the contract drawings in accordance with the applicable building code or, in the absence of a building code, the load combinations shall be those stipulated in SEI/ASCE 7. For LRFD designs, the load combinations in SEI/ASCE 7, Section 2.3 apply. For ASD designs, the load combinations in SEI/ASCE 7, Section 2.4 apply. 103.2 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 IFn where: fu = required stress ksi (MPa) Fn = nominal stress ksi (MPa) I = resistance factor IFn = design stress Design Using Allowable Strength Design (ASD) Joists shall have their components so proportioned that the required stresses, f, shall not exceed Fn / : where: f = required stress ksi (MPa) Fn = nominal stress ksi (MPa) : = safety factor Fn/: = allowable stress Stresses: For Chords: The calculation of design or allowable stress shall be based on a yield strength, Fy, of the material used in manufacturing equal to 50 ksi (345 MPa). For all other joist elements: The calculation of design or allowable stress shall be based on a yield strength, Fy, of the material used in manufacturing, but shall not be less than 36 ksi (250 MPa) or greater than 50 ksi (345 MPa). Note: Yield strengths greater than 50 ksi shall not be used for the design of any joist members. (a) Tension: It = 0.90 (LRFD), :t = 1.67 (ASD) Design Stress = 0.9Fy (LRFD) (103.2-1) Allowable Stress = 0.6Fy (ASD) (103.2-2) (b) Compression: Ic = 0.90 (LRFD), :c = 1.67 (ASD) Design Stress = 0.9Fcr (LRFD) (103.2-3) Allowable Stress = 0.6Fcr (ASD) (103.2-4) For members with yQFE71.4rkd" y F QF cr F658.0QF e y »»» ¼ º ««« ¬ ª ¸¹ ·¨© § (103.2-5) 90 American National Standard SJI-LH/DLH-2010 For members with yQFE4.71rk!" ecrF877.0F (103.2-6) Where Fe = Elastic buckling stress determined in accordance with Equation 103.2-7 2 2 e rk EF ¸¹·¨©§ S " (103.2-7) In the above equations, " is taken as the distance in inches (millimeters) between panel points for the chord members and the appropriate length for a compression or tension web member, and r is the corresponding least radius of gyration of the member or any component thereof. E is equal to 29,000 ksi (200,000 MPa). For hot-rolled sections and cold formed angles, Q is the full reduction factor for slender compression members as defined in the AISC Specification for Structural Steel Buildings.except that when the first primary compression web member is a crimped-end angle member, whether hot-rolled or cold formed:. Q = [5.25/(w/t)] + t d 1.0 (103.2-8) Where: w = angle leg length, inches t = angle leg thickness, inches or, Q = [5.25/(w/t)] + (t/25.4) d 1.0 (103.2-9) Where: w = angle leg length, millimeters t = angle leg thickness, millimeters For all other cold-formed sections the method of calculating the nominal compression strength is given in the AISI, North American Specification for the Design of Cold-Formed Steel Structural Members. (c) Bending: Ib = 0.90 (LRFD), :b = 1.67 (ASD) Bending calculations are to be based on using the elastic section modulus. For chords and web members other than solid rounds: Fn = Fy Design Stress = Ib Fn = 0.9Fy (LRFD) (103.2-10) Allowable Stress = Fn/:b = 0.6Fy (ASD) (103.2-11) For web members of solid round cross section: Fn = 1.6 Fy Design Stress = Ib Fn = 1.45Fy (LRFD) (103.2-12) Allowable Stress = Fn/:b = 0.95Fy (ASD) (103.2-13) 91 American National Standard SJI-LH/DLH-2010 For bearing plates used in joist seats: Fn = 1.5 Fy Design Stress = IbFn = 1.35Fy (LRFD) (103.2-14) Allowable Stress = Fn/:b = 0.90Fy (ASD) (103.2-15) (d) Weld Strength: Shear at throat of fillet welds, flare bevel groove welds, partial joint penetration groove welds, and plug/slot welds: Nominal Shear Stress = Fnw = 0.6Fexx (103.2-16) LRFD: Iw = 0.75 Design Shear Strength = IRn = IwFnw A = 0.45Fexx Aw (103.2-17) ASD: :w = 2.0 Allowable Shear Strength = Rn/:w = FnwA/:w = 0.3Fexx Aw (103.2-18) Made with E70 series electrodes or F7XX-EXXX flux-electrode combinations Fexx = 70 ksi (483 MPa) Made with E60 series electrodes or F6XX-EXXX flux-electrode combinations Fexx = 60 ksi (414 MPa) Aw = effective throat area, where: For fillet welds, Aw = effective throat area, (other design methods demonstrated to provide sufficient strength by testing shall be permitted to be used); For flare bevel groove welds, the effective weld area is based on a weld throat width, T, where: T (inches) = 0.12D + 0.11 (103.2-19) Where: D = web diameter, inches or, T (mm) = 0.12D + 2.8 (103.2-20) Where: D = web diameter, mm For plug/slot welds, Aw = cross-sectional area of the hole or slot in the plane of the faying surface provided that the hole or slot meets the requirements of the American Institute of Steel Construction Specification for Structural Steel Buildings (and as described in SJI Technical Digest No. 8, “Welding of Open-Web Steel Joists and Joist Girders”). Strength of resistance welds and complete-joint-penetration groove or butt welds in tension or compression (only when the stress is normal to the weld axis) is equal to the base metal strength: It = Ic = 0.90 (LRFD) :t = :c = 1.67 (ASD) Design Stress = 0.9 Fy (LRFD) (103.2-21) Allowable Stress = 0.6 Fy (ASD) (103.2-22) 92 American National Standard SJI-LH/DLH-2010 103.3 MAXIMUM SLENDERNESS RATIOS The slenderness ratios, 1.0"/r and 1.0"s /r of members as a whole or any component part shall not exceed the values given in Table 103.3-1, Parts A. The effective slenderness ratio, k"/r to be used in calculating the nominal stresses, Fcr and Fƍe, is the largest value as determined from Table 103.3-1, Parts B and C. In compression members when fillers or ties are used, they shall be spaced so that the "s/rz ratio of each component does not exceed the governing "/r ratio of the member as a whole. The terms used in Table 103.3-1 are defined as follows: " = length center-to-center of panel points, except " = 36 inches (914 millimeters) for calculating "/ry of top chord member, in. (mm). "s = maximum length center-to-center between panel point and filler (tie), or between adjacent fillers (ties), in. (mm). rx = member radius of gyration in the plane of the joist, in. (mm). ry = member radius of gyration out of the plane of the joist, in. (mm). rz = least radius of gyration of a member component, in. (mm). Compression web members are those web members subject to compressive axial loads under gravity loading. Tension web members are those web members subject to tension axial loads under gravity loading, and which may be subject to compressive axial loads under alternate loading conditions, such as net uplift. For top chords, the end panel(s) are the panels between the bearing seat and the first primary interior panel point comprised of at least two intersecting web members. 93 American National Standard SJI-LH/DLH-2010 TABLE 103.3-1 MAXIMUM AND EFFECTIVE SLENDERNESS RATIOS Description k"/rx k"/ry k"/rz k"s/rz I TOP CHORD INTERIOR PANELS A. The slenderness ratios, 1.0"/r and 1.0"s/r, of members as a whole or any component part shall not exceed 90. B. The effective slenderness ratio, k"/r, to determine Fcr where k is: 1. With fillers or ties 0.75 0.94 --- 1.0 2. Without fillers or ties --- --- 0.75 --- 3. Single component members 0.75 0.94 --- --- C. For bending, the effective slenderness ratio, k"/r, to determine eFc where k is: 0.75 --- --- --- II TOP CHORD END PANELS, ALL BOTTOM CHORD PANELS A. The slenderness ratios, 1.0"/r and 1.0"s/r, of members as a whole or any component part shall not exceed 120 for Top Chords, or 240 for Bottom Chords. B. The effective slenderness ratio, k"/r, to determine Fcr where k is: 1. With fillers or ties 1.0 0.94 --- 1.0 2. Without fillers or ties --- --- 1.0 --- 3. Single component members 1.0 0.94 --- --- C. For bending, the effective slenderness ratio, k"/r, to determine eFc where k is: 1.0 --- --- --- III TENSION WEB MEMBERS A. B. The slenderness ratios, 1.0"/r and 1.0"s/r, of members as a whole or any component part shall not exceed 240. For end web members subject to compression, the effective slenderness ratio, k"/r, to determine Fcr where k is: 1. With fillers or ties 0.75 1.0 --- 1.0 2. Without fillers or ties --- --- 1.0 --- 3. Single component members 0.75 0.8 --- --- IV COMPRESSION WEB MEMBERS A. The slenderness ratios, 1.0 and 1.0"s/r, of members as a whole or any component part shall not exceed 200. B. The effective slenderness ratio, k"/r, to determine Fcr where k is: 1. With fillers or ties 0.75 1.0 --- 1.0 2. Without fillers or ties --- --- 1.0 --- 3. Single component members 0.75 1.0 --- --- 94 American National Standard SJI-LH/DLH-2010 103.4 MEMBERS (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: ¸¸¹ ·¨¨© §t / GGU MMEU\", in. (103.4-1a) ¸¸¹ ·¨¨© §t / GGU MMEU\", mm (103.4-1b) or, U EU\"t (103.4-2) Where: dj is the steel joist depth, in. (mm) L is the joist span length, ft. (m) ry is the out-of-plane radius of gyration of the top chord, in. (mm) "br is the spacing in inches (millimeters) between lines of bridging as specified in Section 104.5(d). The top chord shall be considered as stayed laterally by the floor slab or roof deck provided the requirements of Section 104.9(e) of this specification are met. The top chord shall be designed as a continuous member subject to combined axial and bending stresses and shall be so proportioned that: For LRFD: at the panel point: ybuauF9.0ffd (103.4-3) at the mid panel: for, 2.0F f crc au tI , )4 ) I I& ) I \EHF DX EXP FUF DX d »»»»» ¼ º ««««« ¬ ª I»»¼ º ««¬ ª ¸¸¹ · ¨¨© § I I (103.4-4) 95 American National Standard SJI-LH/DLH-2010 for, 2.0F f crc au I , )4 ) I I& ) I \EHF DX EXP FUF DX d »»»»» ¼ º ««««« ¬ ª I»»¼ º ««¬ ª ¸¸¹ ·¨¨© § I ¸¸¹ · ¨¨© § I (103.4-5) fau = Pu/A = Required compressive stress, ksi (MPa) Pu = Required axial strength using LRFD load combinations, kips (N) 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 "/r as defined in Section 103.2(b), Cm = 1 - 0.3 fau/IF’e for end panels Cm = 1 - 0.4 fau/IF’e for interior panels Fy = Specified minimum yield strength, ksi (MPa) F’e = 2 2 /xrK E " S , ksi (MPa) Where " is the panel length, in inches (millimeters), as defined in Section 103.2(b) and rx is the radius of gyration about the axis of bending. Q = Form factor defined in Section 103.2(b) A = Area of the top chord, in.2 (mm2) For ASD: at the panel point: ybaF6.0ffd (103.4-6) at the mid panel: for, 2.0F f a a t , 4)) I I& ) I EH D EP D D d »»»»» ¼ º ««««« ¬ ª »»¼ º ««¬ ª ¸¸¹ ·¨¨© § (103.4-7) 96 American National Standard SJI-LH/DLH-2010 for 2.0F f a a , 4)) I I& ) I EH D EP D D d »»»»» ¼ º ««««« ¬ ª »»¼ º ««¬ ª ¸¸¹ ·¨¨© § ¸¸ ¹ ·¨¨ © § (103.4-8) fa = P/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, k-in. (N-mm) Fa = Allowable axial compressive stress based on "/r as defined in Section 103.2(b), ksi (MPa) Fb = Allowable bending stress; 0.6Fy, ksi (MPa) Cm = 1 - 0.50 fa/F’e for end panels Cm = 1 - 0.67 fa/F’e for interior panels The top chord and bottom chord shall be designed such that at each joint: fvmod Ivfn (LRFD, I = 1.00) (103.4-9) fvmod fn/:v (ASD, : = 1.50) (103.4-10) fn = nominal shear stress = 0.6Fy, ksi (MPa) ft = axial stress = P/A, ksi (MPa) fv = shear stress = V/bt, ksi (MPa) fvmod = modified shear stress = 2/12 v 2 t21 f4f b = length of vertical part(s) of cross section, in. (mm) t = thickness of vertical part(s) of cross section, in. (mm) It shall not be necessary to design the top chord and bottom chord for the modified shear stress when a round bar web member is continuous through a joint. The minimum required shear of Section 103.4(b) 25 percent of the end reaction) shall not be required when evaluating Equation 103.4-9 or 103.4-10. (b) Web The vertical shears to be used in the design of the web members shall be determined from full uniform loading, but such vertical shears shall be not less than 25 percent of the end reaction. Interior vertical web members used in modified Warren type web systems shall be designed to resist the gravity loads supported by the member plus an additional axial load of ½ of 1.0 percent of the top chord axial force. (c) Joist Extensions Joist extensions are defined as one of three types, top chord extensions (TCX), extended ends, or full depth cantilevers. 97 American National Standard SJI-LH/DLH-2010 Design criteria for joist extensions shall be specified using one of the following methods: (1) A joist extension shall be designed for the load from the Standard Load Tables based on the design length and designation of the specified joist. In the absence of other design information, the joist manufacturer shall design the joist extension for this loading as a default. (2) A loading diagram shall be provided for the joist extension. The diagram shall include the magnitude and location of the loads to be supported, as well as the appropriate load combinations. Any deflection requirements or limits due to the accompanying loads and load combinations on the joist extension shall be provided by the specifying professional, regardless of the method used to specify the extension. Unless otherwise specified, the joist manufacturer shall check the extension for the specified deflection limit under uniform live load acting simultaneously on both the joist base span and the extension. The joist manufacturer shall consider the effects of joist extension loading on the base span of the joist. This includes carrying the design bending moment due to the loading on the extension into the top chord end panel(s), and the effect on the overall joist chord and web axial forces. Bracing of joist extensions shall be clearly indicated on the structural drawings. 103.5 CONNECTIONS (a) Methods Joist connections and splices shall be made by attaching the members to one another by arc or resistance welding or other accredited methods. (1) Welded Connections a) Selected welds shall be inspected visually by the manufacturer. Prior to this inspection, weld slag shall be removed. b) Cracks are not acceptable and shall be repaired. c) Thorough fusion shall exist between weld and base metal for the required design length of the weld; such fusion shall be verified by visual inspection. d) Unfilled weld craters shall not be included in the design length of the weld. e) Undercut shall not exceed 1/16 inch (2 mm) for welds oriented parallel to the principal stress. f) The sum of surface (piping) porosity diameters shall not exceed 1/16 inch (2 mm) in any 1 inch (25 mm) of design weld length. g) Weld spatter that does not interfere with paint coverage is acceptable. (2) Welded Connections for Crimped-End Angle Web Members The connection of each end of a crimped angle web member to each side of the chord shall consist of a weld group made of more than a single line of weld. The design weld length shall include, at minimum, an end return of two times the nominal weld size. (3) 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 and Joist Girders.) (4) Weld Inspection by Outside Agencies (See Section 104.13 of this specification) The agency shall arrange for visual inspection to determine that welds meet the acceptance standards of Section 103.5(a)(1) above. Ultrasonic, X-ray, and magnetic particle testing are inappropriate for joists due to the configurations of the components and welds. 98 American National Standard SJI-LH/DLH-2010 (b) Strength (1) Joint Connections – Joint connections shall develop the maximum force due to any of the design loads, but not less than 50 percent of the strength of the member in tension or compression, whichever force is the controlling factor in the selection of the member. (2) Shop Splices – Shop splices shall be permitted to occur at any point in chord or web members. Splices shall be designed for the member force, but not less than 50 percent of the member strength. All component parts comprising the cross section of the chord or web member (including reinforcing plates, rods, etc.) at the point of the splice, shall develop an ultimate tensile force of at least 1.2 times the product of the yield strength and the full design area of the chord or web. The “full design area” is the minimum required area such that the required stress will be less than the design (LRFD) or allowable (ASD) stress. (c) Field Splices Field Splices shall be designed by the manufacturer and shall be either bolted or welded. Splices shall be designed for the member force, but not less than 50 percent of the member strength. (d) Eccentricity Members connected at a joint shall have their center of gravity lines meet at a point, if practical. Eccentricity on either side of the neutral axis of chord members shall be permitted to be neglected when it does not exceed the distance between the neutral axis and the back of the chord. Otherwise, provision shall be made for the stresses due to eccentricity. Ends of joists shall be proportioned to resist bending produced by eccentricity at the support. In those cases where a single angle compression member is attached to the outside of the stem of a tee or double angle chord, due consideration shall be given to eccentricity. 103.6 CAMBER Joists shall have approximate camber in accordance with the following: TABLE 103.6-1 Top Chord Length Approximate Camber 20'-0Ǝ (6096 mm) 1/4Ǝ (6 mm) 30'-0Ǝ (9144 mm) 3/8Ǝ (10 mm) 40'-0Ǝ (12192 mm) 5/8Ǝ (16 mm) 50'-0Ǝ (15240 mm) 1Ǝ (25 mm) 60'-0Ǝ (18288 mm) 1 1/2Ǝ (38 mm) 70'-0Ǝ (21336 mm) 2Ǝ (51 mm) 80'-0Ǝ (24384 mm) 2 3/4Ǝ (70 mm) 90'-0Ǝ (27432 mm) 3 1/2Ǝ (89 mm) 100'-0Ǝ (30480 mm) 4 1/4Ǝ (108 mm) For joist lengths exceeding 100’-0” a camber equal to Span/300 shall be used. The specifying professional shall give consideration to coordinating joist camber with adjacent framing. 99 American National Standard SJI-LH/DLH-2010 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. Design data shall be submitted in detail and in the format specified by the Institute. (b) In-Plant Inspections Each manufacturer shall verify his ability to manufacture LH- and DLH-Series Joists through periodic In-Plant Inspections. Inspections shall be performed by an independent agency approved by the Steel Joist Institute. The frequency, manner of inspection, and manner of reporting shall be determined by the Steel Joist Institute. The plant inspections are not a guarantee of the quality of any specific joists; this responsibility lies fully and solely with the individual manufacturer. 104.1 USAGE This specification shall apply to any type of structure where floors and roofs are to be supported directly by steel joists installed as hereinafter specified. Where joists are used other than on simple spans under uniformly distributed loading as prescribed in Section 103.1, they shall be investigated and modified when necessary to limit the required stresses to those listed in Section 103.2. When a rigid connection of the bottom chord is to be made to a column or other structural support, the joist is then no longer simply supported, and the system shall be investigated for continuous frame action by the specifying professional. The magnitude and location of all loads and forces shall be provided on the structural drawings. The specifying professional shall design the supporting structure, including the design of columns, connections, and moment plates*. This design shall account for the stresses caused by lateral forces and the stresses due to connecting the bottom chord to the column or other structural support. The designed detail of a rigid type connection and moment plates shall be shown on the structural drawings by the specifying professional. The moment plates shall be furnished by other than the joist manufacturer. *For further reference, refer to Steel Joist Institute Technical Digest No. 11, “Design of Lateral Load Resisting Frames Using Steel Joists and Joist Girders” 104.2 SPAN The span of a longspan or deep longspan joist shall not exceed 24 times its depth. 104.3 DEPTH Joists shall have either parallel chords or a top chord pitch of up to 1/2 inch per foot (1:24). The joist designation depth shall be the depth at mid-span. SECTION 104. APPLICATION 100 American National Standard SJI-LH/DLH-2010 104.4 END SUPPORTS (a) Masonry and Concrete A LH- or DLH-Series Joist end supported by masonry or concrete shall bear on steel bearing plates and shall be designed as steel bearing. Due consideration of the end reactions and all other vertical or lateral forces shall be taken by the specifying professional in the design of the steel bearing plate and the masonry or concrete. The ends of LH- and DLH-Series Joists shall extend a distance of not less than 6 inches (152 mm) over the masonry or concrete support unless it is deemed necessary to bear less than 6 inches (152 mm) over the support. Special consideration shall then be given to the design of the steel bearing plate and the masonry or concrete by the specifying professional. LH- and DLH-Series Joists shall be anchored to the steel bearing plate and shall bear a minimum of 4 inches (102 mm) on the plate. The steel bearing plate shall be located not more than 1/2 inch (13 mm) from the face of the wall, otherwise special consideration shall be given to the design of the steel bearing plate and the masonry or concrete by the specifying professional. When the specifying professional requires the joist reaction to occur at or near the centerline of the wall or other support, then a note shall be placed on the contract drawings specifying this requirement and the specified bearing seat depth shall be increased accordingly. If the joist reaction is to occur more than 4 inches (102 mm) from the face of the wall or other support, the required bearing seat depth shall be the minimum seat depth plus a dimension at least equal to the distance the joist reaction is to occur beyond 4 inches (102 mm). The steel bearing plate shall not be less than 9 inches (229 mm) wide perpendicular to the length of the joist. The plate is to be designed by the specifying professional and shall be furnished by other than the joist manufacturer. (b) Steel Due consideration of the end reactions and all other vertical and lateral forces shall be taken by the specifying professional in the design of the steel support. The ends of LH- and DLH-Series Joists shall extend a distance over the steel supports not less than that shown in Table 104.4-1. TABLE 104.4-1 JOIST SECTION NUMBER* MINIMUM BEARING LENGTH 02 to 06 incl 2 ½” (64 mm) 07 to 17 incl 4” (102 mm) 18 to 25 incl 6” (152 mm) *Last two digits of joist designation shown in Load Table. Where deemed necessary to butt opposite joists over a narrow steel support with bearing less than that noted above, special ends shall be specified, and such ends shall have positive attachment to the support, either by bolting or welding. 104.5 BRIDGING Top and bottom chord bridging is required and shall consist of one or both of the following types: (a) Horizontal Horizontal bridging lines shall consist of continuous horizontal steel members. The "/r ratio of the bridging member shall not exceed 300, where " is the distance in inches (millimeters) between attachments and r is the least radius of gyration of the bridging member. 101 American National Standard SJI-LH/DLH-2010 (b) Diagonal Diagonal bridging lines shall consist of cross-bracing with a "/r ratio of not more than 200, where " is the distance in inches (millimeters) between connections and r is the least radius of gyration of the bracing member. Where cross- bracing members are connected at their point of intersection, the " distance shall be taken as the distance in inches (millimeters) between connections at the point of intersection of the bridging members and the connections to the chords of the joists. (c) Bridging Lines For spans up through 60 feet (18288 mm), welded horizontal bridging shall be permitted except where the row of bridging nearest the center is required to be bolted diagonal bridging as indicated by the Red shaded area in the Load Table. For spans over 60 feet (18288 mm) bolted diagonal bridging shall be used as indicated by the Blue and Gray shaded areas of the Load Table. When the joist spacing is less than 0.70 x joist depth, bolted horizontal bridging shall be used in addition to bolted diagonal bridging. (d) Quantity and Spacing Bridging shall be properly spaced and anchored to support the decking and the employees prior to the attachment of the deck to the top chord. The maximum spacing of lines of bridging, "brmax shall be the lesser of, \MMEUPD[U/ GG¸¸¹ ·¨¨© § ", in. (104.5-1a) \ M MEUPD[U/ GG¸¸¹ ·¨¨© § ", mm (104.5-1b) or, \EUPD[U " (104.5-2) Where: dj is the steel joist depth, in. (mm) L is the joist span length, ft. (m) ry is the out-of-plane radius of gyration of the top chord, in. (mm) The number of rows of top chord bridging shall not be less than as shown in Bridging Table 104.5-1 and the spacing shall meet the requirements of Equations 104.5-1 and 104.5-2. The number of rows of bottom chord bridging, including bridging required per Section 104.12, shall not be less than the number of top chord rows. Rows of bottom chord bridging are permitted to be spaced independently of rows of top chord bridging. The spacing of rows of bottom chord bridging shall meet the slenderness requirement of Section 103.4(a) and any specified strength requirements. For joist Section Number 21 and greater, bridging shall be installed near a bottom chord panel point or an extra web member shall be furnished to brace the bottom chord for the vertical component of the bridging force equal to the horizontal bracing force. 102 American National Standard SJI-LH/DLH-2010 (e) Sizing of Bridging Horizontal and diagonal bridging shall be capable of resisting the nominal unfactored horizontal compressive force, Pbr given in Equation 104.5-3. Pbr = 0.0025 n At Fconstruction , lbs (N) (104.5-3) Where: n = 8 for horizontal bridging n = 2 for diagonal bridging At = cross sectional area of joist top chord, in.2 (mm2) Fconstruction = assumed ultimate stress in top chord to resist construction loads NVL U () \ EUPD[ RQFRQVWUXFWL t ¸¸¸¸¸¸ ¹ · ¨¨¨¨¨¨ © § ¸¸ ¹ · ¨¨ © § " S (104.5-4a) 03D U () \ EUPD[ RQFRQVWUXFWL t ¸¸¸¸¸¸ ¹ · ¨¨¨¨¨¨ © § ¸¸ ¹ · ¨¨ © § " S (104.5-4b) Where: E = Modulus of Elasticity of steel = 29,000 ksi (200,000 MPa) and \ EUPD[U "is determined from Equations 104.5-1a, 104.5-1b or 104.5-2 The bridging nominal horizontal unfactored compressive forces, Pbr, are summarized in Table 104.5-1. 103 American National Standard SJI-LH/DLH-2010 TABLE 104.5-1 JOIST SECTION NUMBER* MAXIMUM SPACING OF LINES OF TOP CHORD BRIDGING NOMINAL HORIZONTAL BRACING FORCE** lbs (N) 02 to 03 incl 10'-0ƎPP 400 (1779) 04 to 05 incl 11'-0ƎPP 550 (2447) 06 to 08 incl 13'-0ƎPPXSWR’-0” (11.89 m), then 15’-0” (4572 mm) 750 (3336) 09 13'-0ƎPPXSWR’-0” (11.89 m), then 16’-0” (4877 mm) 850 (3781) 10 14’-0” (4267 mm) up to 42’-0” (12.80 m), then 18’-0” (5486 mm) 900 (4003) 11 15’-0” (4572 mm) up to 45‘-0” (13.72 m), then 18’-0” (5486 mm) 950 (4226) 12 17'-0ƎPPXSWR’-0” (15.54 m), then 18’-6” (5639 mm) 1100 (4893) 13 18’-0” (5486 mm) up to 54’-0” (16.46 m), then 21’-0” (6400 mm) 1200 (5338) 14 19'-0ƎPPXSWR’-0” (17.37 m), then 21’-6” (6553 mm) 1300 (5783) 15 21'-0ƎPPXSWR’-0” (19.20 m), then 24’-6” (7468 mm) 1450 (6450) 16 to 17 incl 22'-0ƎPPXSWR’-0” (20.12 m), then 25’-0” (7620 mm) 1850 (8229) 18 to 20 incl 26’-0” (7924 mm) 2000 (8896) 21 to 22 incl 30’-0” (9144 mm) 2500 (11120) 23 to 24 incl 30’-0” (9144 mm) 3100 (13789) 25 30’-0” (9144 mm) 3500 (15569) Number of lines of bridging is based on joist span dimensions. *Last two digits of joist designation shown in load table. **Nominal bracing force is unfactored and shown value is for horizontal bridging only. For horizontal bracing force for X bridging divide value shown by 4. (f) Connections Connections to the joist chords shall be made by welding or mechanical means and shall be capable of resisting the nominal (unfactored) horizontal force, Pbr, of Equation 104.5-3. (g) Bottom Chord Bearing Joists Where bottom chord bearing joists are utilized, a row of diagonal bridging shall be provided near the support(s). This bridging shall be installed and anchored before the hoisting cable(s) is released. 104.6 INSTALLATION OF BRIDGING Bridging shall support the top and bottom chords against lateral movement during the construction period and shall hold the steel joists in the approximate position as shown on the joist placement plans. The ends of all bridging lines terminating at walls or beams shall be anchored thereto. 104.7 BEARING SEAT ATTACHMENTS (a) Masonry and Concrete Ends of LH- and DLH-Series Joists resting on steel bearing plates on masonry or structural concrete shall be attached thereto, as shown in Table 104.7-1, with a minimum of two fillet welds, or with two bolts, or the equivalent. 104 American National Standard SJI-LH/DLH-2010 (b) Steel Ends of LH- and DLH-Series Joists resting on steel supports shall be attached thereto, as shown in Table 104.7-1, with two fillet welds, or with two 3/4 inch (19 mm) bolts, or the equivalent. When LH- and DLH-Series Joists are used to provide lateral stability to the supporting member, the final connection shall be made by welding or as designated by the specifying professional. TABLE 104.7-1 JOIST SECTION NUMBER* FILLET WELD BEARING SEAT BOLTS FOR ERECTION 02 to 06 incl. 2– 3/16” x 2” (5 x 51 mm) 2– 3/4” (19 mm) A307 07 to 17 incl 2– 1/4” x 2” (6 x 51 mm) 2– 3/4” (19 mm) A307 18 to 25 incl 2– 1/4” x 4” (6 x 102 mm) 2– 3/4” (19 mm) A325 *Last two digits of joist designation shown in load table. (c) Uplift Where uplift forces are a design consideration, roof joists shall be anchored to resist such forces (Refer to Section 104.12 Uplift). 104.8 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. 104.9 FLOOR AND ROOF DECKS (a) Material Floor and roof decks shall be permitted to consist of cast-in-place or pre-cast concrete or gypsum, formed steel, wood, or other suitable material capable of supporting the required load at the specified joist spacing. (b) Thickness Cast-in-place slabs shall be not less than 2 inches (51 millimeters) thick. (c) Centering Centering for cast-in-place slabs shall be permitted to be ribbed metal lath, corrugated steel sheets, paper-backed welded wire fabric, removable centering or any other suitable material capable of supporting the slab at the designated joist spacing. Centering shall not cause lateral displacement or damage to the top chord of joists during installation or removal of the centering or placing of the concrete. 105 American National Standard SJI-LH/DLH-2010 (d) Bearing Slabs or decks shall bear uniformly along the top chords of the joists. (e) Attachments The spacing of attachments along the joist top chord shall not exceed 36 inches (914 millimeters). Such attachments of the slab or deck to the top chords of joists shall be capable of resisting the forces given in Table 104.9-1. TABLE 104.9-1 JOIST SECTION 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) 20 and 21 300 lbs/ft. (4.38 kN/m) 22 to 24 incl. 420 lbs/ft. (6.13 kN/m) 25 520 lbs/ft. (7.59 kN/m) *Last two digits of joist designation shown in Load Table. **Nominal bracing force is unfactored. (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 or Laterally Unbraced Top Chords When the roof systems do not provide lateral stability for the joists in accordance with Section 104.9(e), i.e. as may be the case with standing seam roofs or skylights and openings, sufficient stability shall be provided to brace the joists laterally under the full design load. The compression chord shall resist the chord axial design force in the plane of the joist (i.e., x-x axis buckling) and out of the plane of the joist (i.e., y-y axis buckling). In any case where the attachment requirement of Section 104.9(e) is not achieved, out-of-plane strength shall be achieved by adjusting the bridging spacing and/or increasing the compression chord area and the y-axis radius of gyration. The effective slenderness ratio in the y-direction equals 0.94 L/ry; where L is the bridging spacing in inches (millimeters). The maximum bridging spacing shall not exceed that specified in Section 104.5(d). Horizontal bridging members attached to the compression chords and their anchorages shall be designed for a compressive axial force of 0.001nP + 0.004P ¥QQ3ZKHUHQLVWKHQXPEHURIMRLVWVEHWZHHQHQGDQFKRUV and P is the chord design force in kips (Newtons). The attachment force between the horizontal bridging member and the compression chord shall be 0.01P. Horizontal bridging attached to the tension chords shall be proportioned so that the slenderness ratio between attachments does not exceed 300. Diagonal bridging shall be proportioned so that the slenderness ratio between attachments does not exceed 200. 106 American National Standard SJI-LH/DLH-2010 104.10 DEFLECTION The deflection due to the design live load shall not exceed the following: Floors: 1/360 of span. Roofs: 1/360 of span where a plaster ceiling is attached or suspended. 1/240 of span for all other cases. The specifying professional shall give consideration to the effects of deflection and vibration* in the selection of joists. *For further reference, refer to Steel Joist Institute Technical Digest 5, Vibration of Steel Joist-Concrete Slab Floors" and the Institute's Computer Vibration Program. 104.11 PONDING 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 the AISC Specification for Structural Steel Buildings. 104.12 UPLIFT Where uplift forces due to wind are a design requirement, these forces shall be indicated on the contract drawings in terms of NET uplift in pounds per square foot (Pascals). The contract documents shall indicate if the net uplift is based upon LRFD or ASD. When these forces are specified, they shall be considered in the design of joists and/or bridging. A single line of bottom chord bridging shall be provided near the first bottom chord panel points whenever uplift due to wind forces is a design consideration. *For further reference, refer to Steel Joist Institute Technical Digest 6, “Structural Design of Steel Joist Roofs to Resist Uplift Loads.” 104.13 INSPECTION Joists shall be inspected by the manufacturer before shipment to verify compliance of materials and workmanship with the requirements of these specifications. If the purchaser wishes an inspection of the steel joists by someone other than the manufacturer's own inspectors, they shall be permitted to reserve the right to do so in their "Invitation to Bid" or the accompanying "Job Specifications". Arrangements shall be made with the manufacturer for such inspection of the joists at the manufacturing shop by the purchaser's inspectors at purchaser's expense. 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. 107 American National Standard SJI-LH/DLH-2010 SECTION 105. ERECTION STABILITY AND HANDLING* When it is necessary for the erector to climb on the joists, extreme caution shall be exercised since unbridged joists exhibit some degree of instability under the erector's weight. (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 supports. For all other joists a minimum of one end shall be attached before the employee is allowed on the joist. The attachment shall be in accordance with Section 104.7 – End Anchorage. When a bolted seat connection is used for erection purposes, as a minimum, the bolts shall be snug tightened. The snug tight condition is defined as the tightness that exists when all plies of a joint are in firm contact. This shall be attained by a few impacts of an impact wrench or the full effort of an employee using an ordinary spud wrench. 2) On steel joists that do not require erection bridging as shown by the unshaded area of the Load Tables, only one employee shall be allowed on the steel joist unless all bridging is installed and anchored. 3) Where the span of the steel joist is within the Red shaded area of the Load Table, the following shall apply: a) The row of bridging nearest the mid span of the steel joist shall be bolted diagonal erection bridging; and b) Hoisting cables shall not be released until this bolted diagonal erection bridging is installed and anchored, unless an alternate method of stabilizing the joist has been provided; and c) No more than one employee shall be allowed on these spans until all other bridging is installed and anchored. 4) Where the span of the steel joist is within the Blue shaded area of the Load Table, the following shall apply: a) All rows of bridging shall be bolted diagonal bridging; and b) Hoisting cables shall not be released until the two rows of bolted diagonal erection bridging nearest the third points of the steel joist are installed and anchored; and c) No more than two employees shall be allowed on these spans until all other bridging is installed and anchored. 5) Where the span of the steel joist is in the Gray shaded area of the Load Table, the following shall apply: a) All rows of bridging shall be bolted diagonal bridging; and b) Hoisting cables shall not be released until all bridging is installed and anchored; and c) No more than two employees shall be allowed on these spans until all other bridging is installed and anchored. 6) When permanent bridging terminus points cannot be used during erection, additional temporary bridging terminus points are required to provide lateral stability. 7) In the case of bottom chord bearing joists, the ends of the joist shall be restrained laterally per Section 104.5(g) before releasing the hoisting cables. 8) After the joist is straightened and plumbed, and all bridging is completely installed and anchored, the ends of the joists shall be fully connected to the supports in accordance with Section 104.7 - End Anchorage. 108 American National Standard SJI-LH/DLH-2010 (b) Landing and Placing Loads 1) Except as stated in paragraph 105(b)(3) of this section, no "construction loads”(1) shall be 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. 4) No bundle of deck shall be placed on steel joists until all bridging has been installed and anchored and all joist bearing ends attached, unless the following conditions are met: a) The contractor has first determined from a “qualified person”(2) and documented in a site-specific erection plan that the structure or portion of the structure is capable of supporting the load; b) The bundle of decking is placed on a minimum of 3 steel joists; c) The joists supporting the bundle of decking are attached at both ends; d) At least one row of bridging is installed and anchored; e) The total weight of the decking does not exceed 4000 pounds (1816 kilograms); and f) The edge of the bundle of decking shall be placed within 1 foot (0.30 meters) of the bearing surface of the joist end. 5) The edge of the construction load shall be placed within 1 foot (0.30 meters) of the bearing surface of the joist end. (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 members whose yield strength has been attained by cold working, and whose as-formed strength is used in the design, the total length of weld at any one point shall not exceed 50 percent of the overall developed width of the cold-formed section. (d) Handling Particular attention shall be considered for the handling and erection of LH- and DLH-Series steel joists. Care shall be exercised at all times to avoid damage to the joists and accessories. Hoisting cables shall be attached at panel point locations and those locations shall be selected to minimize erection stresses. Each joist shall be adequately braced laterally before any loads are applied. If lateral support is provided by bridging, the bridging lines as defined in Section 105(a), paragraphs 2, 3, 4 and 5 shall be anchored to prevent lateral movement. 109 American National Standard SJI-LH/DLH-2010 (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). *For further reference, refer to Steel Joist Institute Technical Digest 9, "Handling and Erection of Steel Joists and Joist Girders." (1) See Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926 Safety Standards for Steel Erection; Final Rule, §1926.757 Open Web Steel Joists - January 18, 2001, Washington, D.C. for definition of “construction load”. (2) See Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926 Safety Standards for Steel Erection; Final Rule, §1926.757 Open Web Steel Joists - January 18, 2001, Washington, D.C. for definition of “qualified person”. 110 American National Standard SJI-LH/DLH-2010 DEFINITION OF SPAN (U. S. Customary Units) C L LCSPAN SPAN LC SPAN BEARING LENGTHBEARING LENGTH BEARING LENGTHBEARING LENGTH BEARING LENGTH BEARING LENGTH SPAN BEARING LENGTH BEARING LENGTH SPAN SPAN BEARING LENGTH BEARING LENGTH C L BEARING LENGTH CL BEARING LENGTH CL NOTES: 1) DESIGN LENGTH = SPAN – 0.33 FT 2) BEARING LENGTH FOR STEEL SUPPORTS SHALL NOT BE LESS THAN SHOWN IN TABLE 104.4-1; FOR MASONRY AND CONCRETE NOT LESS THAN 6 INCHES 3) PARALLEL CHORD JOISTS INSTALLED TO A SLOPE GREATER THAN ½ INCH PER FOOT SHALL USE SPAN DEFINED BY THE LENGTH ALONG THE SLOPE. SEAT DEPTH 111 American National Standard SJI-LH/DLH-2010 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 May 18, 2010 – Effective December 31, 2010 The BLACK figures in the Load Table give the TOTAL safe factored uniformly distributed load-carrying capacities, in pounds per linear foot, of LRFD LH-Series Steel Joists. The approximate joist weights, in pounds per linear foot, given in the Load Table may be added to the other building weights to determine the unfactored DEAD load. In all cases the factored DEAD load, including the joist self-weight, must be deducted from the TOTAL load to determine the factored LIVE load. The approximate joist weights do not include accessories. The RED figures in the Load Table represent the unfactored, uniform load, in pounds per linear foot, which will produce an approximate joist deflection of 1/360 of the span. This load can be linearly prorated to obtain the unfactored, uniform load for supplementary deflection criteria (i.e. an unfactored uniform load which will produce a joist deflection of 1/240 of the span may be obtained by multiplying the RED figures by 360/240). In no case shall the prorated, unfactored load exceed the unfactored TOTAL load-carrying capacity of the joist as given in the Standard ASD Load Table for Longspan Steel Joists, LH-Series. The Load Table applies to joists with either parallel chords or pitched top chords. Joists can have a top chord pitch up to 1/2 inch per foot. If the pitch exceeds this limit, the Load Table does not apply. When top chords are pitched, the load- carrying capacities are determined by the nominal depth of the joists at the center of the span. Sloped parallel-chord joists shall use span as defined by the length along the slope. Where the joist span is in the RED SHADED area of the Load Table, the row of bridging nearest the mid span shall be diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until this row of bolted diagonal bridging is completely installed. The RED SHADED area extends up through 60’–0”. Where the joist span is in the BLUE SHADED area of the Load Table, all rows of bridging shall be diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until the two rows of bridging nearest the third points are completely installed. The BLUE SHADED area starts after 60’–0” and extends up through 100’–0”. The approximate gross moment of inertia (not adjusted for shear deformation), in inches4, of a standard joist listed in the Load Table may be determined as follows: Ij = 26.767(W)(L3)(10-6), where W= RED figure in the Load Table, and L = (span – 0.33) in feet. Loads for span increments not explicitly given in the Load Table may be determined using linear interpolation between the load values given in adjacent span columns. *The safe factored uniform load for the spans shown in the SAFE LOAD Column is equal to (SAFE LOAD) / (span). The TOTAL safe factored uniformly distributed load-carrying capacity, for spans less than those shown in the SAFE LOAD Column are given in the MAX LOAD Column. To solve for an unfactored RED figure for spans shown in the SAFE LOAD Column (or lesser spans), multiply the unfactored RED figure of the shortest span shown in the Load Table by (the shortest span shown in the Load Table – 0.33 feet)2 and divide by (the actual span – 0.33 feet)2 . In no case shall the calculated unfactored load exceed the unfactored TOTAL load-carrying capacity of the joist as determined from the Standard ASD Load Table for Longspan Steel Joists, LH-Series. 112 Joist Approx. Wt Depth MaxDesignationin Lbs. Per in Load Linear Ft. inches (plf) (Joists only)< 22 26 27 28 29 30 31 32 33 34 35 36 18LH02 10 18 829 702 663 627 586 550 517 486 459 433 409 388 313 284 259 234 212 193 175 160 147 135 124 18LH03 11 18 919 781 739 700 657 613 573 538 505 475 448 424 348 317 289 262 236 213 194 177 161 148 136 18LH04 12 18 1070 906 856 802 750 703 660 619 582 547 516 487 403 367 329 296 266 242 219 200 182 167 153 18LH05 15 18 1210 1026 972 921 871 814 762 714 672 631 595 562 454 414 378 345 311 282 256 233 212 195 179 18LH06 15 18 1430 1213 1123 1044 972 907 849 796 748 705 664 627 526 469 419 377 340 307 280 254 232 212 195 18LH07 17 18 1485 1260 1213 1170 1089 1017 952 892 838 789 744 703 553 513 476 428 386 349 317 288 264 241 222 18LH08 19 18 1548 1314 1264 1218 1176 1137 1075 1020 961 906 856 810 577 534 496 462 427 387 351 320 292 267 246 18LH09 21 18 1658 1404 1351 1302 1257 1215 1174 1138 1069 1006 949 897 616 571 527 491 458 418 380 346 316 289 266 < 23 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 20LH02 10 20 747 663 655 646 615 582 547 516 487 460 436 412 393 373 355 337 306 303 298 274 250 228 208 190 174 160 147 136 126 117 108 20LH03 11 20 793 703 694 687 678 651 621 592 558 528 499 474 448 424 403 382 337 333 317 302 280 258 238 218 200 184 169 156 143 133 123 20LH04 12 20 972 861 849 837 792 744 700 660 624 589 558 529 502 477 454 433 428 406 386 352 320 291 265 243 223 205 189 174 161 149 139 20LH05 14 20 1045 924 913 903 892 856 816 769 726 687 651 616 585 556 529 504 459 437 416 395 366 337 308 281 258 238 219 202 187 173 161 20LH06 15 20 1394 1233 1186 1144 1084 1018 952 894 840 790 745 703 666 631 598 568 606 561 521 477 427 386 351 320 292 267 246 226 209 192 17820LH07 17 20 1487 1317 1267 1221 1179 1140 1066 1000 940 885 834 789 745 706 670 637 647 599 556 518 484 438 398 362 331 303 278 256 236 218 202 20LH08 19 20 1534 1362 1309 1263 1219 1177 1140 1083 1030 981 931 882 837 795 754 718 669 619 575 536 500 468 428 395 365 336 309 285 262 242 225 20LH09 21 20 1679 1485 1429 1377 1329 1284 1242 1203 1167 1132 1068 1009 954 904 858 816 729 675 626 581 542 507 475 437 399 366 336 309 285 264 244 20LH10 23 20 1810 1602 1542 1486 1434 1386 1341 1297 1258 1221 1186 1122 1060 1005 954 906 786 724 673 626 585 545 510 479 448 411 377 346 320 296 274 35280 38610 41640 22350 L R F D 34200 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) 23-25 17190 18240 23550 SAFE LOAD*SPAN IN FEETin Lbs.Between 22-25 18240 20220 24030 32070 32670 36480 26610 31470 34050 113 Joist Approx. Wt Depth Max Designation in Lbs. Per in Load Linear Ft. inches (plf) (Joists only)< 29 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 24LH03 11 24 601 513 508 504 484 460 439 418 400 382 366 351 336 322 310 298 235 226 218 204 188 175 162 152 141 132 124 116 109 102 96 24LH04 12 24 737 628 597 568 540 514 490 468 447 427 409 393 376 361 346 333 288 265 246 227 210 195 182 169 158 148 138 130 122 114 107 24LH05 13 24 789 673 669 660 628 598 570 544 520 496 475 456 436 420 403 387 308 297 285 264 244 226 210 196 182 171 160 150 141 132 124 24LH06 16 24 1061 906 868 832 795 756 720 685 655 625 598 571 546 522 501 480 411 382 356 331 306 284 263 245 228 211 197 184 172 161 152 24LH07 17 24 1166 997 957 919 882 847 811 774 736 702 669 639 610 583 559 535 452 421 393 367 343 320 297 276 257 239 223 208 195 182 171 24LH08 18 24 1243 1060 1015 973 933 895 858 817 780 745 712 682 652 625 600 576 480 447 416 388 362 338 314 292 272 254 238 222 208 196 184 24LH09 21 24 1464 1248 1212 1177 1146 1096 1044 994 948 903 861 822 786 751 720 690 562 530 501 460 424 393 363 337 313 292 272 254 238 223 209 24LH10 23 24 1547 1323 1284 1248 1213 1182 1152 1105 1053 1002 955 912 873 834 799 766 596 559 528 500 474 439 406 378 351 326 304 285 266 249 234 24LH11 25 24 1630 1390 1350 1312 1276 1243 1210 1180 1152 1101 1051 1006 963 924 885 850 624 588 555 525 498 472 449 418 388 361 337 315 294 276 259 < 34 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 28LH05 13 28 623 505 484 465 445 429 412 397 382 367 355 342 330 319 309 298 219 205 192 180 169 159 150 142 133 126 119 113 107 102 97 28LH06 16 28 828 672 643 618 592 568 546 525 505 486 469 451 436 421 406 393 289 270 253 238 223 209 197 186 175 166 156 148 140 133 126 28LH07 17 28 934 757 726 696 667 640 615 591 568 547 528 508 490 474 457 442 326 305 285 267 251 236 222 209 197 186 176 166 158 150 142 28LH08 18 28 1001 810 775 744 712 684 657 630 604 580 556 535 516 496 478 462 348 325 305 285 268 252 236 222 209 196 185 175 165 156 148 28LH09 21 28 1232 1000 958 918 879 844 810 778 748 721 694 669 645 622 601 580 428 400 375 351 329 309 291 274 258 243 228 216 204 193 183 28LH10 23 28 1347 1093 1056 1018 976 937 900 864 831 799 769 742 715 690 666 643 466 439 414 388 364 342 322 303 285 269 255 241 228 215 204 28LH11 25 28 1445 1170 1143 1104 1066 1023 982 943 907 873 841 810 781 753 727 702 498 475 448 423 397 373 351 331 312 294 278 263 249 236 223 28LH12 27 28 1587 1285 1255 1227 1200 1173 1149 1105 1063 1023 984 948 913 880 849 819 545 520 496 476 454 435 408 383 361 340 321 303 285 270 256 28LH13 30 28 1654 1342 1311 1281 1252 1224 1198 1173 1149 1126 1083 1041 1002 964 930 897 569 543 518 495 472 452 433 415 396 373 352 332 314 297 281 < 3939-46 505152535455565758596061626364 32LH06 14 32 647 25230 507 489 472 456 441 426 412 399 385 373 363 351 340 330 321 211 199 189 179 169 161 153 145 138 131 125 119 114 108 104 32LH07 16 32 728 28380 568 549 529 511 493 477 462 447 432 418 406 393 381 370 360 235 223 211 200 189 179 170 162 154 146 140 133 127 121 116 32LH08 17 32 790 30810 616 595 574 553 535 517 499 483 468 453 439 426 412 400 388 255 242 229 216 205 194 184 175 167 159 151 144 137 131 125 32LH09 21 32 992 38670 774 747 720 694 670 648 627 606 586 568 550 534 517 502 487 319 302 285 270 256 243 230 219 208 198 189 180 172 164 157 32LH10 21 32 1096 42750 856 825 796 768 742 717 693 667 645 624 603 583 564 546 529 352 332 315 297 282 267 254 240 228 217 206 196 186 178 169 32LH11 24 32 1201 46830 937 903 870 840 811 783 757 732 709 687 664 643 624 604 585 385 363 343 325 308 292 277 263 251 239 227 216 206 196 187 32LH12 27 32 1409 54960 1101 1068 1032 996 961 928 897 867 838 811 786 762 738 715 694450 428 406 384 364 345 327 311 295 281 267 255 243 232 22132LH13 30 32 1572 61320 1225 1201 1177 1156 1113 1072 1035 999 964 931 900 871 843 816 790500 480 461 444 420 397 376 354 336 319 304 288 275 262 249 32LH14 33 32 1618 63120 1264 1239 1215 1192 1170 1149 1107 1069 1032 997 964 933 903 874 846 515 495 476 458 440 417 395 374 355 337 321 304 290 276 264 32LH15 35 32 1673 65250 1305 1279 1255 1231 1207 1186 1164 1144 1125 1087 1051 1017 984 952 924 532 511 492 473 454 438 422 407 393 374 355 338 322 306 292 < 43 43-46 47-56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 36LH07 16 36 590 25350 438 424 411 399 387 376 366 355 345 336 327 318 310 301 294 177 168 160 153 146 140 134 128 122 117 112 107 103 99 95 36LH08 18 36 649 27900 481 466 453 439 426 414 402 390 379 369 358 349 340 331 322 194 185 176 168 160 153 146 140 134 128 123 118 113 109 10436LH09 21 36 832 35760 35760 616 597 579 561 544 528 513 499 484 471 459 445 433 423 412247 235 224 214 204 195 186 179 171 163 157 150 144 138 13336LH10 21 36 916 39390 681 660 639 619 601 583 567 550 535 520 507 492 480 466 454 273 260 248 236 225 215 206 197 188 180 173 165 159 152 146 36LH11 23 36 1000 42990 742 720 697 676 657 637 618 601 583 567 552 537 522 508 495 297 283 269 257 246 234 224 214 205 196 188 180 173 166 159 36LH12 25 36 1197 51450 889 862 835 810 784 762 739 717 696 675 655 636 618 600 583 354 338 322 307 292 279 267 255 243 232 222 213 204 195 187 36LH13 30 36 1407 60510 1045 1012 981 951 922 894 868 843 819 796 774 753 732 712 694 415 395 376 359 342 327 312 298 285 273 262 251 240 231 222 36LH14 36 36 1551 66690 1152 1132 1093 1059 1024 991 961 931 903 876 850 826 802 780 757 456 434 412 392 373 356 339 323 309 295 283 270 259 247 237 36LH15 36 36 1635 70320 1213 1192 1171 1153 1116 1081 1047 1015 984 955 927 900 874 850 826 480 464 448 434 413 394 375 358 342 327 312 299 286 274 263 L R F D 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) 30780 SAFELOAD* SPAN IN FEETin Lbs. Between 29-33 17430 21360 22890 34-41 33810 36060 42450 44850 47280 21180 28140 31770 34020 41880 45810 30810 49140 53970 56250 47-49 25230 28380 63120 38670 42750 46830 54960 61320 51450 65250 25350 27900 39390 42990 60510 66690 70320 114 Joist Approx. Wt Depth Max Designation in Lbs. Per in LoadLinear Ft. inches (plf) (Joists Only)< 48 48-59 60-65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 40LH08 16 40 521 25020 25020 381 370 361 351 342 333 325 316 309 301 294 288 280 274 267 150 144 138 132 127 122 117 112 108 104 100 97 93 90 86 40LH09 21 40 685 32880 32880 498 484 472 459 447 436 424 414 403 394 384 375 366 358 349 196 188 180 173 166 160 153 147 141 136 131 126 122 118 113 40LH10 21 40 754 36180 36180 550 535 520 507 493 481 469 457 445 435 424 414 403 393 382 216 207 198 190 183 176 169 162 156 150 144 139 134 129 124 40LH11 22 40 823 39510 39510 598 582 567 552 537 523 510 498 484 472 462 450 439 429 418 234 224 215 207 198 190 183 176 169 163 157 151 145 140 135 40LH12 25 40 1002 48090 48090 729 708 688 670 652 636 619 603 588 573 559 546 532 519 507 285 273 261 251 241 231 222 213 205 197 189 182 176 169 163 40LH13 30 40 1181 56700 56700 859 835 813 792 771 750 730 712 694 676 660 643 628 613 598 334 320 307 295 283 271 260 250 241 231 223 214 207 199 192 40LH14 35 40 1351 64830 64830 984 957 930 904 880 856 834 813 792 772 753 735 717 699 682 383 367 351 336 323 309 297 285 273 263 252 243 233 225 216 40LH15 36 40 1511 72510 72510 1101 1068 1036 1006 978 949 924 898 874 850 828 807 786 766 747 427 408 390 373 357 342 328 315 302 290 279 268 258 248 239 40LH16 42 40 1665 79920 79920 1212 1194 1176 1158 1141 1126 1095 1065 1036 1009 982 957 933 909 886 469 455 441 428 416 404 387 371 356 342 329 316 304 292 282 < 53 53-59 60-73 74 75 76 77 78 79 80 81 82 83 84 85 86 87 88 44LH09 19 44 569 30150 30150 408 397 388 379 370 363 354 346 339 331 324 316 310 303 297 158 152 146 141 136 131 127 122 118 114 110 106 103 99 96 44LH10 21 44 628 33300 33300 450 439 429 418 408 399 390 381 373 364 357 349 342 334 327 174 168 162 155 150 144 139 134 130 125 121 117 113 110 106 44LH11 22 44 679 36000 36000 487 475 465 453 442 433 423 414 403 396 387 378 370 363 354 188 181 175 168 162 157 151 146 140 136 131 127 123 119 115 44LH12 25 44 842 44610 44610 603 589 574 561 547 534 520 508 496 484 472 462 450 439 430 232 224 215 207 200 192 185 179 172 166 160 155 149 144 139 44LH13 30 44 998 52890 52890 715 699 681 666 649 634 619 606 592 579 565 553 541 529 519 275 265 254 246 236 228 220 212 205 198 191 185 179 173 167 44LH14 31 44 1148 60870 60870 823 801 780 759 739 721 703 685 669 654 637 622 609 594 580 315 302 291 279 268 259 249 240 231 223 215 207 200 193 187 44LH15 36 44 1336 70830 70830 958 934 912 889 868 847 826 805 786 768 750 732 714 699 682 366 352 339 326 314 303 292 281 271 261 252 243 234 227 219 44LH16 42 44 1541 81660 81660 1105 1078 1051 1026 1002 978 955 933 912 891 870 852 832 814 796 421 405 390 375 362 348 336 324 313 302 291 282 272 263 255 44LH17 47 44 1655 87690 87690 1185 1170 1153 1138 1125 1098 1072 1048 1024 1000 978 957 936 915 895450 438 426 415 405 390 376 363 351 338 327 316 305 295 285 < 57 57-59 60-81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 48LH10 21 48 528 30120 30120 369 361 354 346 339 331 325 318 312 306 300 294 288 282 277 141 136 132 127 123 119 116 112 108 105 102 99 96 93 90 48LH11 22 48 573 32670 32670 399 390 382 373 366 358 351 343 337 330 324 318 312 306 300 152 147 142 137 133 129 125 120 117 113 110 106 103 100 97 48LH12 25 48 724 41250 41250 504 493 483 472 462 451 442 433 424 415 408 399 391 384 376 191 185 179 173 167 161 156 151 147 142 138 133 129 126 122 48LH13 29 48 867 49410 49410 603 589 576 564 552 540 529 517 507 498 487 477 468 459 450 228 221 213 206 199 193 187 180 175 170 164 159 154 150 145 48LH14 32 48 1023 58290 58290 712 696 681 666 651 637 624 610 598 585 574 562 550 540 529 269 260 251 243 234 227 220 212 206 199 193 187 181 176 171 48LH15 36 48 1176 67020 67020 817 799 781 765 748 732 717 702 687 672 658 645 633 619 607 308 298 287 278 269 260 252 244 236 228 221 214 208 201 195 48LH16 42 48 1355 77250 77250 943 922 901 882 864 844 826 810 792 777 760 745 730 715 702 355 343 331 320 310 299 289 280 271 263 255 247 239 232 225 48LH17 47 48 1522 86760 86760 1059 1035 1012 990 969 948 928 909 889 871 853 837 820 804 787397 383 371 358 346 335 324 314 304 294 285 276 268 260 252 L R F D 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) SAFELOAD* SPAN IN FEETin Lbs.Between 115 American National Standard SJI-LH/DLH-2010 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 May 18, 2010 – Effective December 31, 2010 The BLACK figures in the Load Table give the TOTAL safe uniformly distributed load-carrying capacities, in pounds per linear foot, of ASD LH-Series Steel Joists. The approximate joist weights, in pounds per linear foot, given in the Load Table may be added to the other building weights to determine the DEAD load. In all cases the DEAD load, including the joist self-weight, must be deducted from the TOTAL load to determine the LIVE load. The approximate joist weights do not include accessories. The RED figures in the Load Table represent the uniform load, in pounds per linear foot, which will produce an approximate joist deflection of 1/360 of the span. This load can be linearly prorated to obtain the uniform load for supplementary deflection criteria (i.e. a uniform load that will produce a joist deflection of 1/240 of the span may be obtained by multiplying the RED figures by 360/240). In no case shall the prorated load exceed the TOTAL load-carrying capacity of the joist. The Load Table applies to joists with either parallel chords or pitched top chords. Joists can have a top chord pitch up to 1/2 inch per foot. If the pitch exceeds this limit, the Load Table does not apply. When top chords are pitched, the load- carrying capacities are determined by the nominal depth of the joists at the center of the span. Sloped parallel-chord joists shall use span as defined by the length along the slope. Where the joist span is in the RED SHADED area of the Load Table, the row of bridging nearest the mid span shall be diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until this row of bolted diagonal bridging is completely installed. The RED SHADED area extends up through 60’–0”. Where the joist span is in the BLUE SHADED area of the Load Table, all rows of bridging shall be diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until the two rows of bridging nearest the third points are completely installed. The BLUE SHADED area starts after 60’–0” and extends up through 100’–0”. The approximate gross moment of inertia (not adjusted for shear deformation), in inches4, of a standard joist listed in the Load Table may be determined as follows: Ij = 26.767(W)(L3)(10-6), where W= RED figure in the Load Table, and L = (span – 0.33) in feet. Loads for span increments not explicitly given in the Load Table may be determined using linear interpolation between the load values given in adjacent span columns. *The safe uniform load for the spans shown in the SAFE LOAD Column is equal to (SAFE LOAD) / (span). The TOTAL safe uniformly distributed load-carrying capacity, for spans less than those shown in the SAFE LOAD Column are given in the MAX LOAD Column. To solve for a RED figure for spans shown in the SAFE LOAD Column (or lesser spans), multiply the RED figure of the shortest span shown in the Load Table by (the shortest span shown in the Load Table – 0.33 feet)2 and divide by (the actual span – 0.33 feet)2 . In no case shall the calculated load exceed the TOTAL load-carrying capacity of the joist. 116 Joist Approx. Wt Depth MaxDesignationin Lbs. Per in Load Linear Ft. inches (plf) (Joists only)< 22 26 27 28 29 30 31 32 33 34 35 36 18LH02 10 18 553 468 442 418 391 367 345 324 306 289 273 259 313 284 259 234 212 193 175 160 147 135 124 18LH03 11 18 613 521 493 467 438 409 382 359 337 317 299 283 348 317 289 262 236 213 194 177 161 148 136 18LH04 12 18 714 604 571 535 500 469 440 413 388 365 344 325 403 367 329 296 266 242 219 200 182 167 153 18LH05 15 18 806 684 648 614 581 543 508 476 448 421 397 375 454 414 378 345 311 282 256 233 212 195 179 18LH06 15 18 954 809 749 696 648 605 566 531 499 470 443 418 526 469 419 377 340 307 280 254 232 212 195 18LH07 17 18 990 840 809 780 726 678 635 595 559 526 496 469 553 513 476 428 386 349 317 288 264 241 222 18LH08 19 18 1032 876 843 812 784 758 717 680 641 604 571 540 577 534 496 462 427 387 351 320 292 267 246 18LH09 21 18 1105 936 901 868 838 810 783 759 713 671 633 598 616 571 527 491 458 418 380 346 316 289 266 < 23 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 20LH02 10 20 498 442 437 431 410 388 365 344 325 307 291 275 262 249 237 225 306 303 298 274 250 228 208 190 174 160 147 136 126 117 108 20LH03 11 20 529 469 463 458 452 434 414 395 372 352 333 316 299 283 269 255 337 333 317 302 280 258 238 218 200 184 169 156 143 133 123 20LH04 12 20 648 574 566 558 528 496 467 440 416 393 372 353 335 318 303 289 428 406 386 352 320 291 265 243 223 205 189 174 161 149 139 20LH05 14 20 697 616 609 602 595 571 544 513 484 458 434 411 390 371 353 336 459 437 416 395 366 337 308 281 258 238 219 202 187 173 161 20LH06 15 20 930 822 791 763 723 679 635 596 560 527 497 469 444 421 399 379 606 561 521 477 427 386 351 320 292 267 246 226 209 192 178 20LH07 17 20 991 878 845 814 786 760 711 667 627 590 556 526 497 471 447 425 647 599 556 518 484 438 398 362 331 303 278 256 236 218 202 20LH08 19 20 1023 908 873 842 813 785 760 722 687 654 621 588 558 530 503 479 669 619 575 536 500 468 428 395 365 336 309 285 262 242 225 20LH09 21 20 1119 990 953 918 886 856 828 802 778 755 712 673 636 603 572 544 729 675 626 581 542 507 475 437 399 366 336 309 285 264 244 20LH10 23 20 1207 1068 1028 991 956 924 894 865 839 814 791 748 707 670 636 604 786 724 673 626 585 545 510 479 448 411 377 346 320 296 274 A S D SAFE LOAD*SPAN IN FEETin Lbs.Between 22-25 12160 13480 15700 STANDARD LOAD TABLE FOR LONGSPAN STEEL JOISTS, LH-SERIESBased on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf) 24320 23-25 11460 12160 17740 20980 21780 22700 23520 25740 27760 14900 16020 21380 22800 117 Joist Approx. Wt Depth Max Designation in Lbs. Per in Load Linear Ft. inches (plf) (Joists only)< 29 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 24LH03 11 24 401 342 339 336 323 307 293 279 267 255 244 234 224 215 207 199 235 226 218 204 188 175 162 152 141 132 124 116 109 102 96 24LH04 12 24 491 419 398 379 360 343 327 312 298 285 273 262 251 241 231 222 288 265 246 227 210 195 182 169 158 148 138 130 122 114 107 24LH05 13 24 526 449 446 440 419 399 380 363 347 331 317 304 291 280 269 258 308 297 285 264 244 226 210 196 182 171 160 150 141 132 124 24LH06 16 24 708 604 579 555 530 504 480 457 437 417 399 381 364 348 334 320 411 382 356 331 306 284 263 245 228 211 197 184 172 161 152 24LH07 17 24 777 665 638 613 588 565 541 516 491 468 446 426 407 389 373 357 452 421 393 367 343 320 297 276 257 239 223 208 195 182 171 24LH08 18 24 829 707 677 649 622 597 572 545 520 497 475 455 435 417 400 384 480 447 416 388 362 338 314 292 272 254 238 222 208 196 184 24LH09 21 24 976 832 808 785 764 731 696 663 632 602 574 548 524 501 480 460 562 530 501 460 424 393 363 337 313 292 272 254 238 223 209 24LH10 23 24 1031 882 856 832 809 788 768 737 702 668 637 608 582 556 533 511 596 559 528 500 474 439 406 378 351 326 304 285 266 249 234 24LH11 25 24 1087 927 900 875 851 829 807 787 768 734 701 671 642 616 590 567 624 588 555 525 498 472 449 418 388 361 337 315 294 276 259 < 34 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 28LH05 13 28 415 337 323 310 297 286 275 265 255 245 237 228 220 213 206 199 219 205 192 180 169 159 150 142 133 126 119 113 107 102 97 28LH06 16 28 552 448 429 412 395 379 364 350 337 324 313 301 291 281 271 262 289 270 253 238 223 209 197 186 175 166 156 148 140 133 126 28LH07 17 28 623 505 484 464 445 427 410 394 379 365 352 339 327 316 305 295 326 305 285 267 251 236 222 209 197 186 176 166 158 150 142 28LH08 18 28 667 540 517 496 475 456 438 420 403 387 371 357 344 331 319 308 348 325 305 285 268 252 236 222 209 196 185 175 165 156 148 28LH09 21 28 821 667 639 612 586 563 540 519 499 481 463 446 430 415 401 387 428 400 375 351 329 309 291 274 258 243 228 216 204 193 183 28LH10 23 28 898 729 704 679 651 625 600 576 554 533 513 495 477 460 444 429 466 439 414 388 364 342 322 303 285 269 255 241 228 215 204 28LH11 25 28 964 780 762 736 711 682 655 629 605 582 561 540 521 502 485 468 498 475 448 423 397 373 351 331 312 294 278 263 249 236 223 28LH12 27 28 1058 857 837 818 800 782 766 737 709 682 656 632 609 587 566 546 545 520 496 476 454 435 408 383 361 340 321 303 285 270 256 28LH13 30 28 1103 895 874 854 835 816 799 782 766 751 722 694 668 643 620 598 569 543 518 495 472 452 433 415 396 373 352 332 314 297 281 < 39 39-46 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 32LH06 14 32 431 16820 338 326 315 304 294 284 275 266 257 249 242 234 227 220 214 211 199 189 179 169 161 153 145 138 131 125 119 114 108 104 32LH07 16 32 485 18920 379 366 353 341 329 318 308 298 288 279 271 262 254 247 240 235 223 211 200 189 179 170 162 154 146 140 133 127 121 116 32LH08 17 32 527 20540 411 397 383 369 357 345 333 322 312 302 293 284 275 267 259 255 242 229 216 205 194 184 175 167 159 151 144 137 131 125 32LH09 21 32 661 25780 516 498 480 463 447 432 418 404 391 379 367 356 345 335 325 319 302 285 270 256 243 230 219 208 198 189 180 172 164 157 32LH10 21 32 731 28500 571 550 531 512 495 478 462 445 430 416 402 389 376 364 353 352 332 315 297 282 267 254 240 228 217 206 196 186 178 169 32LH11 24 32 801 31220 625 602 580 560 541 522 505 488 473 458 443 429 416 403 390 385 363 343 325 308 292 277 263 251 239 227 216 206 196 187 32LH12 27 32 939 36640 734 712 688 664 641 619 598 578 559 541 524 508 492 477 463 450 428 406 384 364 345 327 311 295 281 267 255 243 232 221 32LH13 30 32 1048 40880 817 801 785 771 742 715 690 666 643 621 600 581 562 544 527 500 480 461 444 420 397 376 354 336 319 304 288 275 262 249 32LH14 33 32 1079 42080 843 826 810 795 780 766 738 713 688 665 643 622 602 583 564 515 495 476 458 440 417 395 374 355 337 321 304 290 276 264 32LH15 35 32 1115 43500 870 853 837 821 805 791 776 763 750 725 701 678 656 635 616 532 511 492 473 454 438 422 407 393 374 355 338 322 306 292 < 43 43-46 47-56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 71 72 36LH07 16 36 393 16900 292 283 274 266 258 251 244 237 230 224 218 212 207 201 196 177 168 160 153 146 140 134 128 122 117 112 107 103 99 95 36LH08 18 36 433 18600 321 311 302 293 284 276 268 260 253 246 239 233 227 221 215 194 185 176 168 160 153 146 140 134 128 123 118 113 109 104 36LH09 21 36 554 23840 23840 411 398 386 374 363 352 342 333 323 314 306 297 289 282 275 247 235 224 214 204 195 186 179 171 163 157 150 144 138 133 36LH10 21 36 611 26260 454 440 426 413 401 389 378 367 357 347 338 328 320 311 303 273 260 248 236 225 215 206 197 188 180 173 165 159 152 146 36LH11 23 36 667 28660 495 480 465 451 438 425 412 401 389 378 368 358 348 339 330 297 283 269 257 246 234 224 214 205 196 188 180 173 166 159 36LH12 25 36 798 34300 593 575 557 540 523 508 493 478 464 450 437 424 412 400 389 354 338 322 307 292 279 267 255 243 232 222 213 204 195 187 36LH13 30 36 938 40340 697 675 654 634 615 596 579 562 546 531 516 502 488 475 463 415 395 376 359 342 327 312 298 285 273 262 251 240 231 222 36LH14 36 36 1034 44460 768 755 729 706 683 661 641 621 602 584 567 551 535 520 505 456 434 412 392 373 356 339 323 309 295 283 270 259 247 237 36LH15 36 36 1090 46880 809 795 781 769 744 721 698 677 656 637 618 600 583 567 551 480 464 448 434 413 394 375 358 342 327 312 299 286 274 263 24040 28300 29-33 11620 14240 35980 A S D 34-41 14120 18760 15260 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) SAFELOAD* in Lbs. Between 29900 31520 SPAN IN FEET 20520 22540 21180 22680 27920 30540 32760 37500 36640 47-49 16820 18920 20540 25780 28500 31220 40880 46880 26260 28660 40340 44460 34300 18600 43500 42080 16900 118 Joist Approx. Wt Depth Max Designation in Lbs. Per in Load Linear Ft. inches (plf) (Joists Only)< 48 48-59 60-65 66 67 68 69 70 71 72 73 74 75 76 77 78 79 80 40LH08 16 40 348 16680 16680 254 247 241 234 228 222 217 211 206 201 196 192 187 183 178 150 144 138 132 127 122 117 112 108 104 100 97 93 90 86 40LH09 21 40 457 21920 21920 332 323 315 306 298 291 283 276 269 263 256 250 244 239 233 196 188 180 173 166 160 153 147 141 136 131 126 122 118 113 40LH10 21 40 503 24120 24120 367 357 347 338 329 321 313 305 297 290 283 276 269 262 255 216 207 198 190 183 176 169 162 156 150 144 139 134 129 124 40LH11 22 40 549 26340 26340 399 388 378 368 358 349 340 332 323 315 308 300 293 286 279 234 224 215 207 198 190 183 176 169 163 157 151 145 140 135 40LH12 25 40 668 32060 32060 486 472 459 447 435 424 413 402 392 382 373 364 355 346 338 285 273 261 251 241 231 222 213 205 197 189 182 176 169 163 40LH13 30 40 788 37800 37800 573 557 542 528 514 500 487 475 463 451 440 429 419 409 399 334 320 307 295 283 271 260 250 241 231 223 214 207 199 192 40LH14 35 40 900 43220 43220 656 638 620 603 587 571 556 542 528 515 502 490 478 466 455 383 367 351 336 323 309 297 285 273 263 252 243 233 225 216 40LH15 36 40 1007 48340 48340 734 712 691 671 652 633 616 599 583 567 552 538 524 511 498 427 408 390 373 357 342 328 315 302 290 279 268 258 248 239 40LH16 42 40 1110 53280 53280 808 796 784 772 761 751 730 710 691 673 655 638 622 606 591 469 455 441 428 416 404 387 371 356 342 329 316 304 292 282 < 5353-5960-73747576777879808182838485868788 44LH09 19 44 379 20100 20100 272 265 259 253 247 242 236 231 226 221 216 211 207 202 198 158 152 146 141 136 131 127 122 118 114 110 106 103 99 96 44LH10 21 44 419 22200 22200 300 293 286 279 272 266 260 254 249 243 238 233 228 223 218 174 168 162 155 150 144 139 134 130 125 121 117 113 110 106 44LH11 22 44 453 24000 24000 325 317 310 302 295 289 282 276 269 264 258 252 247 242 236 188 181 175 168 162 157 151 146 140 136 131 127 123 119 115 44LH12 25 44 561 29740 29740 402 393 383 374 365 356 347 339 331 323 315 308 300 293 287 232 224 215 207 200 192 185 179 172 166 160 155 149 144 139 44LH13 30 44 665 35260 35260 477 466 454 444 433 423 413 404 395 386 377 369 361 353 346 275 265 254 246 236 228 220 212 205 198 191 185 179 173 167 44LH14 31 44 766 40580 40580 549 534 520 506 493 481 469 457 446 436 425 415 406 396 387 315 302 291 279 268 259 249 240 231 223 215 207 200 193 187 44LH15 36 44 891 47220 47220 639 623 608 593 579 565 551 537 524 512 500 488 476 466 455 366 352 339 326 314 303 292 281 271 261 252 243 234 227 219 44LH16 42 44 1027 54440 54440 737 719 701 684 668 652 637 622 608 594 580 568 555 543 531 421 405 390 375 362 348 336 324 313 302 291 282 272 263 255 44LH17 47 44 1103 58460 58460 790 780 769 759 750 732 715 699 683 667 652 638 624 610 597 450 438 426 415 405 390 376 363 351 338 327 316 305 295 285 < 57 57-59 60-81 82 83 84 85 86 87 88 89 90 91 92 93 94 95 96 48LH10 21 48 352 20080 20080 246 241 236 231 226 221 217 212 208 204 200 196 192 188 185 141 136 132 127 123 119 116 112 108 105 102 99 96 93 90 48LH11 22 48 382 21780 21780 266 260 255 249 244 239 234 229 225 220 216 212 208 204 200 152 147 142 137 133 129 125 120 117 113 110 106 103 100 97 48LH12 25 48 482 27500 27500 336 329 322 315 308 301 295 289 283 277 272 266 261 256 251 191 185 179 173 167 161 156 151 147 142 138 133 129 126 122 48LH13 29 48 578 32940 32940 402 393 384 376 368 360 353 345 338 332 325 318 312 306 300 228 221 213 206 199 193 187 180 175 170 164 159 154 150 145 48LH14 32 48 682 38860 38860 475 464 454 444 434 425 416 407 399 390 383 375 367 360 353 269 260 251 243 234 227 220 212 206 199 193 187 181 176 171 48LH15 36 48 784 44680 44680 545 533 521 510 499 488 478 468 458 448 439 430 422 413 405 308 298 287 278 269 260 252 244 236 228 221 214 208 201 195 48LH16 42 48 904 51500 51500 629 615 601 588 576 563 551 540 528 518 507 497 487 477 468 355 343 331 320 310 299 289 280 271 263 255 247 239 232 225 48LH17 47 48 1015 57840 57840 706 690 675 660 646 632 619 606 593 581 569 558 547 536 525 397 383 371 358 346 335 324 314 304 294 285 276 268 260 252 A S D 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) SAFELOAD*SPAN IN FEETin Lbs. Between 119 American National Standard SJI-LH/DLH-2010 STANDARD LRFD LOAD TABLE DEEP LONGSPAN STEEL JOISTS, DLH-SERIES Based on a 50 ksi Maximum Yield Strength Spans up to and including 144 ft. adopted by the Steel Joist Institute May 1, 2000 Spans greater than 144 ft. up to and including 240 ft. adopted by the Steel Joist Institute May 18, 2010 Revised to May 18, 2010 – Effective December, 31, 2010 The BLACK figures in the Load Table give the TOTAL safe factored uniformly distributed load-carrying capacities, in pounds per linear foot, of LRFD DLH-Series Steel Joists. The approximate joist weights, in pounds per linear foot, given in the Load Table may be added to the other building weights to determine the unfactored DEAD load. In all cases the factored DEAD load, including the joist self-weight, must be deducted from the TOTAL load to determine the factored LIVE load. The approximate joist weights do not include accessories. The RED figures in the Load Table represent the unfactored, uniform load, in pounds per linear foot, which will produce an approximate joist deflection of 1/360 of the span. This load can be linearly prorated to obtain the unfactored, uniform load for supplementary deflection criteria (i.e. the unfactored uniform load which will produce a joist deflection of 1/240 of the span may be obtained by multiplying the RED figures by 360/240). In no case shall the prorated, unfactored load exceed the unfactored TOTAL load-carrying capacity of the joist as given in the Standard ASD Load Table for Deep Longspan Steel Joists, DLH-Series. The Load Table applies to joists with either parallel chords or pitched top chords. Joists can have a top chord pitch up to 1/2 inch per foot. If the pitch exceeds this limit, the Load Table does not apply. When top chords are pitched, the load- carrying capacities are determined by the nominal depth of the joists at the center of the span. Sloped parallel-chord joists shall use span as defined by the length along the slope. Where the joist span is in the BLUE SHADED area of the Load Table, all rows of bridging shall be diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until the two rows of bridging nearest the third points are completely installed. The BLUE SHADED area starts after 60’–0” and extends up through 100’–0”. Where the joist span is in the GRAY SHADED area of the Load Table, all rows of bridging shall be diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until all rows of bridging are completely installed. The GRAY SHADED area starts after 100’–0” and extends up through 240’–0”. The approximate gross moment of inertia (not adjusted for shear deformation), in inches4, of a standard joist listed in the Load Table may be determined as follows: Ij = 26.767(W)(L3)(10-6), where W= RED figure in the Load Table, and L = (span - 0.33) in feet. Loads for span increments not explicitly given in the Load Table may be determined using linear interpolation between the load values given in adjacent span columns. *The safe factored uniform load for the spans shown in the SAFE LOAD Column is equal to (SAFE LOAD) / (span). The TOTAL safe factored uniformly distributed load-carrying capacity, for spans less than those shown in the SAFE LOAD Column are given in the MAX LOAD Column. To solve for an unfactored RED figure for spans shown in the SAFE LOAD Column (or lesser spans), multiply the unfactored RED figure of the shortest span shown in the Load Table by (the shortest span shown in the Load Table - 0.33 feet)2 and divide by (the actual span - 0.33 feet)2 . In no case shall the calculated unfactored load exceed the unfactored TOTAL load-carrying capacity of the joist as determined from the Standard ASD Load Table for Deep Longspan Steel Joists, DLH-Series. 120 Joist Approx. Wt Depth Max Designation in Lbs. Per in Load Linear Ft inches plf(Joists only)< 62 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 52DLH10 25 52 648 447 436 427 418 409 400 391 384 376 369 361 354 346 340 334 171 165 159 154 150 145 140 136 132 128 124 120 116 114 110 52DLH11 26 52 712 490 480 469 459 448 439 430 421 412 405 396 388 381 373 366 187 181 174 169 164 158 153 149 144 140 135 132 128 124 120 52DLH12 29 52 794 547 535 523 513 501 490 480 471 460 451 442 433 426 417 409 204 197 191 185 179 173 168 163 158 153 149 144 140 135 132 52DLH13 34 52 964 664 649 636 621 609 595 583 571 559 549 537 526 516 507 496 247 239 231 224 216 209 203 197 191 185 180 174 170 164 159 52DLH14 39 52 1103 760 745 729 714 699 685 670 657 645 631 619 607 595 585 573 276 266 258 249 242 234 227 220 213 207 201 194 189 184 178 52DLH15 42 52 1239 853 835 817 799 783 766 750 735 720 705 691 676 664 651 639 311 301 291 282 272 264 256 247 240 233 226 219 213 207 201 52DLH16 45 52 1335 921 901 882 862 844 826 810 792 777 760 745 730 717 702 688 346 335 324 314 304 294 285 276 267 260 252 245 237 230 224 52DLH17 52 52 1537 1059 1036 1014 991 970 951 930 912 892 874 858 840 823 808 792 395 381 369 357 346 335 324 315 304 296 286 279 270 263 255 <67 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 56DLH11 26 56 631 432 424 415 408 400 393 385 379 372 366 358 352 346 340 334 169 163 158 153 149 145 140 136 133 129 125 122 118 115 113 56DLH12 30 56 725 496 486 477 468 459 450 442 433 426 417 409 402 394 388 381 184 178 173 168 163 158 153 150 145 141 137 133 130 126 123 56DLH13 34 56 879 601 591 579 568 558 547 537 526 516 507 496 487 478 471 462 223 216 209 204 197 191 186 181 175 171 166 161 157 152 149 56DLH14 39 56 993 679 666 652 640 628 616 604 594 582 571 562 552 541 532 523 249 242 234 228 221 214 209 202 196 190 186 181 175 171 16756DLH15 42 56 1135 777 762 747 732 717 703 690 676 664 651 639 628 616 604 594 281 272 264 256 248 242 234 228 221 215 209 204 198 192 188 56DLH16 46 56 1224 838 822 805 789 774 759 744 730 717 703 690 678 666 654 642 313 304 294 285 277 269 262 254 247 240 233 227 221 214 209 56DLH17 51 56 1411 964 945 927 907 891 873 856 840 823 808 793 780 765 751 738 356 345 335 325 316 306 298 289 281 273 266 258 251 245 238 < 71 71-99 100-105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 60DLH12 29 60 659 46800 46800 442 433 426 418 411 405 397 391 384 378 372 366 360 354 348 168 163 158 154 150 146 142 138 134 131 128 124 121 118 115 60DLH13 35 60 801 56880 56880 537 526 517 508 499 490 483 474 466 459 451 444 436 429 423 203 197 191 187 181 176 171 167 163 158 154 151 147 143 139 60DLH14 40 60 890 63210 63210 597 586 574 564 555 544 534 525 516 507 498 490 481 474 465 216 210 205 199 193 189 183 178 173 170 165 161 156 152 149 60DLH15 43 60 1045 74190 74190 700 687 675 663 651 640 628 618 607 597 588 577 568 559 550 255 248 242 235 228 223 216 210 205 200 194 190 185 180 175 60DLH16 46 60 1149 81570 81570 769 756 741 727 714 702 690 676 666 654 642 631 621 610 600 285 277 269 262 255 247 241 235 228 223 217 211 206 201 196 60DLH17 52 60 1320 93750 93750 885 868 853 837 822 807 793 778 765 751 739 726 714 702 690 324 315 306 298 290 283 275 267 261 254 247 241 235 228 223 60DLH18 59 60 1524 108180 108180 1021 1002 984 966 948 931 915 898 883 867 852 838 823 810 796 366 357 346 337 327 319 310 303 294 286 279 272 266 259 252 <76 76-99 100-113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 64DLH12 31 64 594 45120 45120 396 388 382 376 370 364 358 352 346 342 336 331 327 321 316 153 150 146 142 138 135 132 129 125 122 119 116 114 111 109 64DLH13 34 64 720 54750 54750 481 472 465 457 450 442 436 429 421 415 409 403 396 390 385 186 181 176 171 168 163 159 155 152 148 144 141 137 134 131 64DLH14 40 64 825 62730 62730 550 540 531 523 514 505 498 489 481 474 466 459 451 444 438 199 193 189 184 179 174 171 166 162 158 154 151 147 143 140 64DLH15 43 64 946 71910 71910 631 621 610 600 591 580 571 562 553 544 537 528 520 511 504 234 228 223 217 211 206 201 196 191 187 182 177 173 170 165 64DLH16 46 64 1065 80940 80940 711 699 687 675 664 652 642 631 621 610 601 591 582 573 564 262 254 248 242 235 229 224 218 213 208 203 198 193 189 184 64DLH17 52 64 1227 93270 93270 819 804 790 777 763 751 738 726 714 702 691 681 669 658 648 298 290 283 275 268 262 255 248 243 237 231 226 220 215 210 64DLH18 59 64 1417 107700 107700 945 928 912 897 880 867 852 838 823 810 798 784 772 760 748 337 328 320 311 304 296 288 282 274 267 261 255 249 243 237 < 81 81-99 100-121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 68DLH13 37 68 650 52650 52650 432 426 418 412 406 400 394 388 382 378 372 366 361 355 351 171 168 164 159 155 152 149 145 142 138 135 133 130 127 124 68DLH14 40 68 749 60630 60630 498 490 483 475 468 462 454 448 441 435 429 421 415 409 403 184 179 175 171 167 163 159 155 152 148 145 141 138 135 133 68DLH15 44 68 839 67980 67980 558 547 540 531 522 514 505 498 490 483 475 468 462 454 448 206 201 196 191 187 182 178 174 170 166 162 158 155 152 148 68DLH16 49 68 995 80610 80610 661 649 640 630 619 610 600 591 582 573 564 556 547 540 531 242 236 230 225 219 214 209 204 199 195 190 186 182 178 174 68DLH17 55 68 1121 90840 90840 745 733 721 711 700 690 679 669 658 649 640 630 621 612 604 275 268 262 256 249 244 238 232 228 222 217 212 208 203 198 68DLH18 61 68 1298 105150 105150 862 849 835 823 810 798 786 774 762 751 739 729 718 708 697 311 304 297 289 283 276 269 263 257 251 246 240 234 230 225 68DLH19 67 68 1495 121080 121080 993 976 961 946 931 916 901 888 874 861 847 835 822 810 798 353 344 336 328 320 313 305 298 291 285 278 272 266 260 254 < 85 85-99 100-129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 72DLH14 41 72 694 58950 58950 454 447 441 435 427 421 415 411 405 399 393 388 382 378 372 171 167 163 159 155 152 149 146 143 139 136 133 131 128 125 72DLH15 44 72 794 67530 67530 520 513 504 496 489 483 475 468 462 454 448 442 436 429 423 191 187 183 178 174 171 167 163 160 156 152 150 147 143 140 72DLH16 50 72 918 78060 78060 601 592 585 576 567 559 552 544 537 529 522 514 507 501 493 225 219 214 209 205 200 196 191 188 183 179 175 171 169 165 72DLH17 56 72 1033 87810 87810 676 667 657 648 639 630 621 612 603 595 586 579 571 564 556 256 250 245 239 233 228 224 218 213 209 205 200 196 191 188 72DLH18 59 72 1210 102870 102870 792 780 768 757 745 735 724 718 705 694 685 675 666 657 648 289 283 276 270 265 258 252 247 242 236 231 227 222 217 212 72DLH19 70 72 1419 120600 120600 928 913 900 886 873 859 847 835 823 811 799 789 777 766 756 328 321 313 306 300 293 286 280 274 268 263 257 251 247 241 LRFD SPAN IN FEET 44130 49230 Between STANDARD LOAD TABLE LONGSPAN STEEL JOISTS, DLH-SERIES Based on a 50 ksi Maximum Yield Strength - Loads Shown in Pounds per Linear Foot (plf) SAFE LOAD* in Lbs. 62-89 59760 68370 40200 76800 82800 95310 67-97 42300 48600 58860 66540 76020 94530 82020 121 Joist Approx. Wt Depth Max Designation in Lbs. Per in Load Linear Ft inches (plf) (Joists only)< 81 81-99 100-111 112 115 118 121 124 127 130 133 136 139 142 145 148 151 155 160 80DLH15 40 80 966 78240 78240 699 663 632 602 575 549 525 503 482 461 443 425 408 392 371 347 321 296 275 255 236 220 205 192 179 167 157 147 139 130 120 109 80DLH16 46 80 1161 94020 94020 840 802 763 727 691 658 628 600 574 549 525 504 483 463 439 411 375 347 321 297 276 257 240 224 209 196 184 172 162 152 141 128 80DLH17 53 80 1341 108630 108630 971 926 881 839 800 765 731 699 669 641 615 590 567 545 517 485 451 416 386 358 332 309 288 269 252 235 221 207 195 183 169 154 80DLH18 60 80 1518 122760 122760 1097 1044 993 947 903 863 825 789 756 723 695 666 641 615 584 548 516 477 441 409 380 354 330 308 288 270 253 237 223 210 194 176 80DLH19 67 80 1768 143220 143220 1280 1218 1160 1104 1052 1005 960 918 878 840 806 774 743 714 677 635 578 533 493 458 425 396 369 344 322 301 283 266 250 235 217 197 80DLH20 75 80 1987 160980 160980 1446 1382 1323 1268 1211 1157 1104 1056 1011 968 927 891 855 821 780 731 646 596 552 512 475 443 412 385 360 337 316 297 279 263 243 220 < 89 89-99 100-120 121 124 127 130 133 136 139 142 145 148 151 155 160 165 170 175 88DLH16 46 88 1048 93270 93270 771 735 701 671 642 615 591 567 545 524 503 477 448 422 398 376 361 336 313 291 272 254 238 223 210 197 186 172 156 143 130 119 88DLH17 51 88 1185 105450 105450 871 830 789 753 719 687 659 630 605 579 557 528 495 465 437 412 404 375 349 325 304 284 266 249 234 220 207 191 173 159 146 133 88DLH18 58 88 1359 120930 120930 1001 953 908 866 827 791 756 725 695 666 639 607 569 535 503 474 460 427 397 370 346 323 303 284 267 250 236 218 199 181 165 152 88DLH19 65 88 1572 139890 139890 1157 1101 1049 999 954 912 873 836 801 770 738 701 657 617 580 547 521 484 450 420 392 367 343 322 302 284 267 248 225 205 187 172 88DLH20 76 88 1808 160950 160950 1334 1281 1232 1184 1133 1085 1041 998 959 921 885 841 790 743 700 660 623 579 539 502 469 438 410 385 361 340 320 296 269 246 224 206 88DLH21 89 88 2231 198540 198540 1649 1568 1494 1425 1361 1301 1244 1191 1143 1097 1053 999 936 880 827 779 724 673 626 584 545 509 477 447 420 395 372 344 313 285 261 239 < 97 97-99 100-129 130 133 136 139 142 145 148 151 155 160 165 170 175 180 185 190 96DLH17 52 96 1085 105270 105270 810 776 744 711 684 657 632 608 578 542 509 480 452 427 404 382 389 363 339 318 298 280 263 247 229 208 190 173 159 146 134 124 96DLH18 58 96 1222 118500 118500 912 875 839 803 770 740 713 686 653 615 579 546 516 488 463 438 443 413 386 362 340 319 300 282 261 237 216 198 181 166 153 141 96DLH19 66 96 1460 141660 141660 1091 1046 1001 957 917 878 842 809 768 720 676 636 601 566 536 507 502 469 438 410 385 361 340 320 296 269 246 224 206 189 174 161 96DLH20 74 96 1644 159420 159420 1236 1184 1131 1083 1037 993 952 915 868 815 766 721 680 642 607 574 569 531 496 465 436 409 385 362 336 305 277 254 233 214 196 181 96DLH21 90 96 2062 200010 200010 1541 1473 1410 1350 1296 1243 1196 1149 1093 1026 965 908 856 809 765 724 698 652 610 571 535 503 473 445 412 374 341 312 286 263 242 224 96DLH22 102 96 2310 224070 224070 1725 1662 1601 1542 1487 1436 1382 1329 1264 1188 1118 1054 995 941 890 843 811 757 708 663 622 584 549 517 479 435 396 362 332 305 281 259 < 105 139 142 145 148 151 155 160 165 170 175 180 185 190 195 200 205 104DLH18 59 104 1100 831 798 768 734 708 674 635 601 568 537 508 482 458 435 414 394 426 400 375 353 332 307 279 255 233 213 195 180 167 154 142 132 104DLH19 67 104 1337 1011 971 933 897 861 819 770 727 686 648 613 581 552 524 497 473 484 453 426 401 377 349 317 289 265 242 222 204 189 175 162 150 104DLH20 75 104 1504 1146 1107 1071 1032 992 944 886 833 784 739 698 660 626 593 563 535 548 513 483 453 427 395 359 327 299 274 251 232 214 198 184 170 104DLH21 90 104 1890 1434 1376 1322 1271 1220 1160 1091 1028 970 917 866 821 779 740 703 668 673 632 593 558 525 486 442 403 368 337 307 284 263 244 226 209 104DLH22 104 104 2119 1607 1551 1499 1449 1401 1340 1261 1189 1121 1059 1001 949 901 855 812 774 783 734 689 648 610 564 513 468 428 392 359 331 306 283 262 244 104DLH23 109 104 2334 1772 1712 1644 1578 1514 1437 1348 1267 1192 1125 1062 1004 952 902 857 814 819 768 721 678 638 590 536 489 447 410 377 347 320 296 274 254 < 113 148 151 155 160 165 170 175 180 185 190 195 200 205 210 215 220 112DLH19 67 112 1223 935 900 857 805 759 716 677 643 610 579 549 523 498 476 454 433 466 439 406 369 336 308 281 259 238 220 203 189 175 162 151 142 112DLH20 76 112 1384 1065 1032 985 927 873 824 780 740 702 667 632 603 574 547 522 500 528 497 459 418 381 348 319 293 270 249 231 213 198 184 171 160 112DLH21 91 112 1743 1337 1287 1223 1150 1083 1022 966 915 867 823 782 744 709 676 645 616 650 612 566 514 469 429 393 361 333 306 283 263 244 227 211 198 112DLH22 104 112 1956 1499 1451 1392 1321 1250 1181 1117 1057 1002 952 904 860 820 782 745 712 755 711 657 598 545 498 457 419 386 356 329 306 283 264 246 229 112DLH23 110 112 2155 1653 1601 1535 1454 1369 1288 1214 1147 1086 1030 977 928 882 839 800 763 790 744 688 625 571 522 478 439 404 373 345 320 297 276 257 239 112DLH24 131 112 2555 1956 1895 1818 1727 1631 1539 1455 1379 1307 1241 1179 1123 1070 1019 972 928 957 901 834 758 691 632 579 532 489 451 418 387 359 334 311 291 < 121 166 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240 120DLH20 77 120 1229 896 856 808 766 726 691 658 627 598 570 544 521 498 477 457 439 430 400 367 338 311 287 265 246 228 212 198 185 172 161 151 142 120DLH21 92 120 1528 1122 1072 1012 959 908 864 821 782 745 710 678 648 620 593 569 545 530 494 452 416 383 353 326 303 281 262 244 227 212 199 186 173 120DLH22 104 120 1751 1283 1235 1169 1106 1049 997 949 903 860 821 783 749 716 686 657 629 616 574 526 483 445 411 380 352 327 304 283 265 247 231 217 204 120DLH23 111 120 1938 1415 1361 1287 1219 1157 1099 1046 995 948 903 862 822 786 751 719 689 644 601 551 506 466 430 397 369 341 318 296 276 258 241 227 213 120DLH24 132 120 2298 1676 1610 1522 1441 1367 1300 1237 1177 1122 1070 1022 977 934 894 857 821 781 728 667 613 565 521 482 447 414 386 359 335 313 293 275 258 120DLH25 152 120 2633 1926 1847 1748 1656 1571 1492 1418 1350 1287 1228 1173 1122 1073 1026 983 943 915 853 782 718 661 610 564 523 485 452 421 393 367 344 322 302 318630 211920 234480 278070 148650 184860 121-165 221010 243540 286660 113-147 138150 156360 196950 157890 198480 222540 105-138 115470 140430 245100 LRFD SPAN IN FEET 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) SAFE LOAD* in Lbs. Between Notes: 122 123 American National Standard SJI-LH/DLH-2010 STANDARD ASD LOAD TABLE DEEP LONGSPAN STEEL JOISTS, DLH-SERIES Based on a 50 ksi Maximum Yield Strength Spans up to and including 144 ft. adopted by the Steel Joist Institute May 25, 1983 Spans greater than 144 ft. up to and including 240 ft. adopted by the Steel Joist Institute May 18, 2010 Revised to May 18, 2010 – Effective December 31, 2010 The BLACK figures in the Load Table give the TOTAL safe uniformly distributed load-carrying capacities, in pounds per linear foot, of ASD DLH-Series Steel Joists. The approximate joist weights, in pounds per linear foot, given in the Load Table may be added to the other building weights to determine the DEAD load. In all cases the DEAD load, including the joist self-weight, must be deducted from the TOTAL load to determine the LIVE load. The approximate joist weights do not include accessories. The RED figures in the Load Table represent the uniform load, in pounds per linear foot, which will produce an approximate joist deflection of 1/360 of the span. This load can be linearly prorated to obtain the uniform load for supplementary deflection criteria (i.e. a uniform load which will produce a joist deflection of 1/240 of the span may be obtained by multiplying the RED figures by 360/240). In no case shall the prorated load exceed the TOTAL load-carrying capacity of the joist. The Load Table applies to joists with either parallel chords or pitched top chords. Joists can have a top chord pitch up to 1/2 inch per foot. If the pitch exceeds this limit, the Load Table does not apply. When top chords are pitched, the load- carrying capacities are determined by the nominal depth of the joists at the center of the span. Sloped parallel-chord joists shall use span as defined by the length along the slope. Where the joist span is in the BLUE SHADED area of the Load Table, all rows of bridging shall be diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until the two rows of bridging nearest the third points are completely installed. The BLUE SHADED area starts after 60’–0” and extends up through 100’–0”. Where the joist span is in the GRAY SHADED area of the Load Table, all rows of bridging shall be diagonal bridging with bolted connections at chords and intersections. Hoisting cables shall not be released until all rows of bridging are completely installed. The GRAY SHADED area starts after 100’–0” and extends up through 240’–0”. The approximate gross moment of inertia (not adjusted for shear deformation), in inches4, of a standard joist listed in the Load Table may be determined as follows: Ij = 26.767(W)(L3)(10-6), where W= RED figure in the Load Table, and L = (span - 0.33) in feet. Loads for span increments not explicitly given in the Load Table may be determined using linear interpolation between the load values given in adjacent span columns. *The safe uniform load for the spans shown in the SAFE LOAD Column is equal to (SAFE LOAD) / (span). The TOTAL safe uniformly distributed load-carrying capacity, for spans less than those shown in the SAFE LOAD Column are given in the MAX LOAD Column. To solve for a RED figure for spans shown in the SAFE LOAD Column (or lesser spans), multiply the RED figure of the shortest span shown in the Load Table by (the shortest span shown in the Load Table - 0.33 feet)2 and divide by (the actual span - 0.33 feet)2 . In no case shall the calculated load exceed the TOTAL load-carrying capacity of the joist. 124 Joist Approx. Wt Depth Max Designation in Lbs. Per in Load Linear Ft inches plf (Joists only)< 62 90 91 92 93 94 95 96 97 98 99 100 101 102 103 104 52DLH10 25 52 432 298 291 285 279 273 267 261 256 251 246 241 236 231 227 223 171 165 159 154 150 145 140 136 132 128 124 120 116 114 110 52DLH11 26 52 475 327 320 313 306 299 293 287 281 275 270 264 259 254 249 244 187 181 174 169 164 158 153 149 144 140 135 132 128 124 120 52DLH12 29 52 529 365 357 349 342 334 327 320 314 307 301 295 289 284 278 273 204 197 191 185 179 173 168 163 158 153 149 144 140 135 132 52DLH13 34 52 643 443 433 424 414 406 397 389 381 373 366 358 351 344 338 331 247 239 231 224 216 209 203 197 191 185 180 174 170 164 159 52DLH14 39 52 735 507 497 486 476 466 457 447 438 430 421 413 405 397 390 382 276 266 258 249 242 234 227 220 213 207 201 194 189 184 178 52DLH15 42 52 826 569 557 545 533 522 511 500 490 480 470 461 451 443 434 426 311 301 291 282 272 264 256 247 240 233 226 219 213 207 201 52DLH16 45 52 890 614 601 588 575 563 551 540 528 518 507 497 487 478 468 459 346 335 324 314 304 294 285 276 267 260 252 245 237 230 224 52DLH17 52 52 1025 706 691 676 661 647 634 620 608 595 583 572 560 549 539 528 395 381 369 357 346 335 324 315 304 296 286 279 270 263 255 <67 98 99 100 101 102 103 104 105 106 107 108 109 110 111 112 56DLH11 26 56 421 288 283 277 272 267 262 257 253 248 244 239 235 231 227 223 169 163 158 153 149 145 140 136 133 129 125 122 118 115 113 56DLH12 30 56 484 331 324 318 312 306 300 295 289 284 278 273 268 263 259 254184 178 173 168 163 158 153 150 145 141 137 133 130 126 123 56DLH13 34 56 586 401 394 386 379 372 365 358 351 344 338 331 325 319 314 308 223 216 209 204 197 191 186 181 175 171 166 161 157 152 149 56DLH14 39 56 662 453 444 435 427 419 411 403 396 388 381 375 368 361 355 349249 242 234 228 221 214 209 202 196 190 186 181 175 171 167 56DLH15 42 56 756 518 508 498 488 478 469 460 451 443 434 426 419 411 403 396 281 272 264 256 248 242 234 228 221 215 209 204 198 192 188 56DLH16 46 56 816 559 548 537 526 516 506 496 487 478 469 460 452 444 436 428313 304 294 285 277 269 262 254 247 240 233 227 221 214 209 56DLH17 51 56 941 643 630 618 605 594 582 571 560 549 539 529 520 510 501 492356 345 335 325 316 306 298 289 281 273 266 258 251 245 238 < 71 71-99 100-105 106 107 108 109 110 111 112 113 114 115 116 117 118 119 120 60DLH12 29 60 439 31200 31200 295 289 284 279 274 270 265 261 256 252 248 244 240 236 232 168 163 158 154 150 146 142 138 134 131 128 124 121 118 115 60DLH13 35 60 534 37920 37920 358 351 345 339 333 327 322 316 311 306 301 296 291 286 282 203 197 191 187 181 176 171 167 163 158 154 151 147 143 139 60DLH14 40 60 594 42140 42140 398 391 383 376 370 363 356 350 344 338 332 327 321 316 310 216 210 205 199 193 189 183 178 173 170 165 161 156 152 149 60DLH15 43 60 697 49460 49460 467 458 450 442 434 427 419 412 405 398 392 385 379 373 367 255 248 242 235 228 223 216 210 205 200 194 190 185 180 175 60DLH16 46 60 766 54380 54380 513 504 494 485 476 468 460 451 444 436 428 421 414 407 400285 277 269 262 255 247 241 235 228 223 217 211 206 201 196 60DLH17 52 60 880 62500 62500 590 579 569 558 548 538 529 519 510 501 493 484 476 468 460 324 315 306 298 290 283 275 267 261 254 247 241 235 228 223 60DLH18 59 60 1016 72120 72120 681 668 656 644 632 621 610 599 589 578 568 559 549 540 531366 357 346 337 327 319 310 303 294 286 279 272 266 259 252 <76 76-99 100-113 114 115 116 117 118 119 120 121 122 123 124 125 126 127 128 64DLH12 31 64 396 30080 30080 264 259 255 251 247 243 239 235 231 228 224 221 218 214 211 153 150 146 142 138 135 132 129 125 122 119 116 114 111 10964DLH13 34 64 480 36500 36500 321 315 310 305 300 295 291 286 281 277 273 269 264 260 257 186 181 176 171 168 163 159 155 152 148 144 141 137 134 131 64DLH14 40 64 550 41820 41820 367 360 354 349 343 337 332 326 321 316 311 306 301 296 292 199 193 189 184 179 174 171 166 162 158 154 151 147 143 14064DLH15 43 64 631 47940 47940 421 414 407 400 394 387 381 375 369 363 358 352 347 341 336 234 228 223 217 211 206 201 196 191 187 182 177 173 170 165 64DLH16 46 64 710 53960 53960 474 466 458 450 443 435 428 421 414 407 401 394 388 382 376 262 254 248 242 235 229 224 218 213 208 203 198 193 189 18464DLH17 52 64 818 62180 62180 546 536 527 518 509 501 492 484 476 468 461 454 446 439 432 298 290 283 275 268 262 255 248 243 237 231 226 220 215 210 64DLH18 59 64 945 71800 71800 630 619 608 598 587 578 568 559 549 540 532 523 515 507 499 337 328 320 311 304 296 288 282 274 267 261 255 249 243 237 < 81 81-99 100-121 122 123 124 125 126 127 128 129 130 131 132 133 134 135 136 68DLH13 37 68 433 35100 35100 288 284 279 275 271 267 263 259 255 252 248 244 241 237 234 171 168 164 159 155 152 149 145 142 138 135 133 130 127 124 68DLH14 40 68 499 40420 40420 332 327 322 317 312 308 303 299 294 290 286 281 277 273 269 184 179 175 171 167 163 159 155 152 148 145 141 138 135 13368DLH15 44 68 560 45320 45320 372 365 360 354 348 343 337 332 327 322 317 312 308 303 299 206 201 196 191 187 182 178 174 170 166 162 158 155 152 148 68DLH16 49 68 663 53740 53740 441 433 427 420 413 407 400 394 388 382 376 371 365 360 354 242 236 230 225 219 214 209 204 199 195 190 186 182 178 17468DLH17 55 68 748 60560 60560 497 489 481 474 467 460 453 446 439 433 427 420 414 408 403 275 268 262 256 249 244 238 232 228 222 217 212 208 203 198 68DLH18 61 68 865 70100 70100 575 566 557 549 540 532 524 516 508 501 493 486 479 472 465 311 304 297 289 283 276 269 263 257 251 246 240 234 230 22568DLH19 67 68 997 80720 80720 662 651 641 631 621 611 601 592 583 574 565 557 548 540 532353 344 336 328 320 313 305 298 291 285 278 272 266 260 254 < 85 85-99 100-129 130 131 132 133 134 135 136 137 138 139 140 141 142 143 144 72DLH14 41 72 462 39300 39300 303 298 294 290 285 281 277 274 270 266 262 259 255 252 248171 167 163 159 155 152 149 146 143 139 136 133 131 128 125 72DLH15 44 72 530 45020 45020 347 342 336 331 326 322 317 312 308 303 299 295 291 286 282 191 187 183 178 174 171 167 163 160 156 152 150 147 143 140 72DLH16 50 72 612 52040 52040 401 395 390 384 378 373 368 363 358 353 348 343 338 334 329 225 219 214 209 205 200 196 191 188 183 179 175 171 169 165 72DLH17 56 72 689 58540 58540 451 445 438 432 426 420 414 408 402 397 391 386 381 376 371 256 250 245 239 233 228 224 218 213 209 205 200 196 191 188 72DLH18 59 72 807 68580 68580 528 520 512 505 497 490 483 479 470 463 457 450 444 438 432 289 283 276 270 265 258 252 247 242 236 231 227 222 217 21272DLH19 70 72 946 80400 80400 619 609 600 591 582 573 565 557 549 541 533 526 518 511 504328 321 313 306 300 293 286 280 274 268 263 257 251 247 241 39240 44360 50680 63020 54680 63540 67-97 28200 32400 51200 55200 62-89 39840 45580 26800 ASD SPAN IN FEET 29420 32820 Between STANDARD LOAD TABLE LONGSPAN STEEL JOISTS, DLH-SERIES Based on a 50 ksi Maximum Yield Strength - Loads Shown in Pounds per Linear Foot (plf) SAFE LOAD* in Lbs. 125 Joist Approx. Wt Depth Max Designation in Lbs. Per in Load Linear Ft inches plf (Joists only)< 81 81-99 100-111 112 115 118 121 124 127 130 133 136 139 142 145 148 151 155 160 80DLH15 40 80 644 52160 52160 466 442 421 401 383 366 350 335 321 307 295 283 272 261 247 231 321 296 275 255 236 220 205 192 179 167 157 147 139 130 120 109 80DLH16 46 80 774 62680 62680 560 535 509 485 461 439 419 400 383 366 350 336 322 309 293 275 375 347 321 297 276 257 240 224 209 196 184 172 162 152 141 128 80DLH17 53 80 894 72420 72420 647 617 587 559 533 510 487 466 446 427 410 393 378 363 345 323 451 416 386 358 332 309 288 269 252 235 221 207 195 183 169 154 80DLH18 60 80 1010 81840 81840 731 696 662 631 602 575 550 526 504 482 463 444 427 410 389 366 516 477 441 409 380 354 330 308 288 270 253 237 223 210 194 176 80DLH19 67 80 1179 95480 95480 853 812 773 736 701 670 640 612 585 560 537 516 495 476 451 423 578 533 493 458 425 396 369 344 322 301 283 266 250 235 217 197 80DLH20 75 80 1325 107320 107320 964 921 882 845 807 771 736 704 674 645 618 594 570 547 520 487 646 596 552 512 475 443 412 385 360 337 316 297 279 263 243 220 < 89 89-99 100-120 121 124 127 130 133 136 139 142 145 148 151 155 160 165 170 175 88DLH16 46 88 699 62180 62180 514 490 467 447 428 410 394 378 363 349 335 318 299 281 265 251 361 336 313 291 272 254 238 223 210 197 186 172 156 143 130 119 88DLH17 51 88 790 70300 70300 581 553 526 502 479 458 439 420 403 386 371 352 330 310 292 274 404 375 349 325 304 284 266 249 234 220 207 191 173 159 146 133 88DLH18 58 88 906 80620 80620 667 635 605 577 551 527 504 483 463 444 426 404 379 356 335 316 460 427 397 370 346 323 303 284 267 250 236 218 199 181 165 152 88DLH19 65 88 1048 93260 93260 771 734 699 666 636 608 582 557 534 513 492 467 438 411 387 364 521 484 450 420 392 367 343 322 302 284 267 248 225 205 187 172 88DLH20 76 88 1206 107300 107300 889 854 821 789 755 723 694 665 639 614 590 560 527 495 467 440 623 579 539 502 469 438 410 385 361 340 320 296 269 246 224 206 88DLH21 89 88 1487 132340 132340 1099 1045 996 950 907 867 829 794 762 731 702 666 624 586 551 519 724 673 626 584 545 509 477 447 420 395 372 344 313 285 261 239 < 97 97-99 100-129 130 133 136 139 142 145 148 151 155 160 165 170 175 180 185 190 96DLH17 52 96 724 70180 70180 540 517 496 474 456 438 421 405 385 362 339 320 302 284 269 255 389 363 339 318 298 280 263 247 229 208 190 173 159 146 134 124 96DLH18 58 96 814 79000 79000 608 583 559 535 513 493 475 457 435 410 386 364 344 326 308 292 443 413 386 362 340 319 300 282 261 237 216 198 181 166 153 141 96DLH19 66 96 974 94440 94440 727 697 667 638 611 585 561 539 512 480 451 424 401 378 357 338 502 469 438 410 385 361 340 320 296 269 246 224 206 189 174 161 96DLH20 74 96 1096 106280 106280 824 789 754 722 691 662 635 610 579 543 510 481 453 428 405 382 569 531 496 465 436 409 385 362 336 305 277 254 233 214 196 181 96DLH21 90 96 1375 133340 133340 1027 982 940 900 864 829 797 766 728 684 643 605 571 539 510 482 698 652 610 571 535 503 473 445 412 374 341 312 286 263 242 224 96DLH22 102 96 1540 149380 149380 1150 1108 1067 1028 991 957 921 886 843 792 745 702 664 627 594 562 811 757 708 663 622 584 549 517 479 435 396 362 332 305 281 259 < 105 139 142 145 148 151 155 160 165 170 175 180 185 190 195 200 205 104DLH18 59 104 733 554 532 512 489 472 450 423 400 378 358 339 321 305 290 276 263 426 400 375 353 332 307 279 255 233 213 195 180 167 154 142 132 104DLH19 67 104 892 674 647 622 598 574 546 513 485 457 432 409 387 368 350 332 315 484 453 426 401 377 349 317 289 265 242 222 204 189 175 162 150 104DLH20 75 104 1002 764 738 714 688 661 629 591 555 522 493 465 440 417 395 375 357 548 513 483 453 427 395 359 327 299 274 251 232 214 198 184 170 104DLH21 90 104 1260 956 917 881 847 813 773 727 685 647 611 578 547 519 493 469 446 673 632 593 558 525 486 442 403 368 337 307 284 263 244 226 209 104DLH22 104 104 1413 1071 1034 999 966 934 893 841 792 747 706 668 633 600 570 542 516 783 734 689 648 610 564 513 468 428 392 359 331 306 283 262 244 104DLH23 109 104 1556 1181 1141 1096 1052 1009 956 899 845 795 750 708 670 635 602 571 543 819 768 721 678 638 590 536 489 447 410 377 347 320 296 274 254 < 113 148 151 155 160 165 170 175 180 185 190 195 200 205 210 215 220 112DLH19 67 112 815 623 600 571 537 506 478 451 428 406 386 366 348 332 317 303 289 466 439 406 369 336 308 281 259 238 220 203 189 175 162 151 142 112DLH20 76 112 922 710 688 657 618 582 549 520 493 468 445 422 402 383 365 348 333 528 497 459 418 381 348 319 293 270 249 231 213 198 184 171 160 112DLH21 91 112 1162 891 858 816 767 722 681 644 610 578 549 521 496 473 450 430 411 650 612 566 514 469 429 393 361 333 306 283 263 244 227 211 198 112DLH22 104 112 1304 999 967 928 880 833 787 744 705 668 635 602 574 546 521 497 474 755 711 657 598 545 498 457 419 386 356 329 306 283 264 246 229 112DLH23 110 112 1437 1102 1067 1023 970 913 859 810 765 724 686 651 618 588 560 533 509 790 744 688 625 571 522 478 439 404 373 345 320 297 276 257 239 112DLH24 131 112 1703 1304 1263 1212 1151 1087 1026 970 919 871 828 786 748 713 680 648 619 957 901 834 758 691 632 579 532 489 451 418 387 359 334 311 291 < 121 166 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240 120DLH20 77 120 819 597 571 538 510 484 461 438 418 399 380 362 347 332 318 305 292 430 400 367 338 311 287 265 246 228 212 198 185 172 161 151 142 120DLH21 92 120 1019 748 714 675 639 606 576 548 521 497 474 452 432 414 396 379 363 530 494 452 416 383 353 326 303 281 262 244 227 212 199 186 175 120DLH22 104 120 1168 855 823 779 737 699 665 632 602 574 547 522 499 477 457 438 420 616 574 526 483 445 411 380 352 327 304 283 265 247 231 217 204 120DLH23 111 120 1292 943 907 858 813 771 733 697 664 632 602 574 548 524 501 479 459 644 601 551 506 466 430 397 369 341 318 296 276 258 241 227 213 120DLH24 132 120 1532 1117 1073 1015 961 912 867 824 785 748 713 681 651 623 596 571 548 781 728 667 613 565 521 482 447 414 386 359 335 313 293 275 258 120DLH25 152 120 1756 1284 1231 1165 1104 1047 994 946 900 858 819 782 748 715 684 656 628 915 853 782 718 661 610 564 523 485 452 421 393 367 344 322 302 192440 121-165 92100 104240 131300 148360 156320 185380 212420 123240 141280 163400 113-147 99100 ASD SPAN IN FEET 147340 162360 Between 105-138 76980 93620 STANDARD LOAD TABLE LONGSPAN STEEL JOISTS, DLH-SERIES Based on a 50 ksi Maximum Yield Strength - Loads Shown in Pounds per Linear Foot (plf) SAFE LOAD* in Lbs. 105260 132320 126 STANDARD WEIGHT TABLES FOR LOAD/LOAD LH-SERIES JOISTS Based on 50 ksi Maximum Yield Strength Adopted by the Steel Joist Institute December 31, 2010 The joists presented in the following tables are based on the Steel Joist Institute Standard Specifications for Longspan Steel Joist LH-Series and Deep Longspan Steel Joists, DLH-Series adopted February 15, 1978 – revised December 31, 2010 and all the requirements contained therein shall be followed. The weight tables apply only to joists with parallel chords. The joist top chords are considered as being laterally supported by the deck and/or slab in accordance with the aforementioned specifications. The top row of figures provides the total uniform design load in pounds per linear foot applied to the joist for LRFD or ASD loading. The row labeled “wt.” is the approximate weight of the joist in pounds per linear foot. “w360” is the uniform load in pounds per linear foot that will produce an approximate deflection of 1/360 of the span. Where the w360 load is equal to the Total Load, the actual w360 load is greater than the Total Load. The row “Ix” provides the approximate Moment of Inertia for the joist. “Pbrg” is the nominal horizontal force in pounds to be used to determine the required bridging angle size. These weight tables are intended to be a tool to assist in the preliminary design and estimate for joists used in floors and roofs with high capacity loading requirements. All of the values are approximate and intended as a guide for the specifying professional. The joist manufacturer will design for the specific loads of the designation at the required span, and the values for self weight, moment of inertia, and w360 load may vary from the tabulated values – the tabulated values are not design minimums or maximums. Load/Load joist designations are not limited to only the combinations of load, depth, and span as shown in these tables. Interpolation can be used for approximate values when needed between the columns and rows of the table. Consult with a joist manufacturer for information regarding web openings for duct passage through the joists; the table given in the Accessories and Details Section of the catalog does not apply to these joists. Unless noted in the following, all joists require one (1) row of horizontal erection bridging and shall have a 5 inch minimum bearing seat depth (height). Joists to the right of the heavy black line require a 7½ inch minimum bearing seat depth (height). Joists in the red shaded areas require one (1) row of bolted-cross, erection bridging and one (1) row of horizontal erection bridging. Joists in the blue shaded areas require a minimum two (2) rows of horizontal erection bridging. Joists in the green shaded areas require a 7½ inch minimum bearing seat depth (height) and two (2) rows of horizontal erection bridging. Example Joist Geometry Design Loads (ASD) 1) Joist Depth 26” 1) Dead Load 80 psf or 800 plf 2) Joist Span 32’-0” 2) Live Load 100 psf or 1000 plf (No LL reduction is assumed) 3) Joist Spacing 10’-0” 3) Total Load 1800 plf For this example the joist designation will be 26LH1800/1000. Entering the weight tables for a joist span of 32’-0”, joist depth of 26”, and a total load of 1800 plf (ASD), the joist will have the following approximate design values: Wt = 31.8 plf w360 = 1606 plf Ix = 1271 in4 One (1) row of horizontal erection bridging designed for a bridging force Pbrg = 1178 pounds. Minimum required bearing seat depth = 5”. 127 Joist Joist Span Depth LRFD 750 900 1050 1200 1350 1500 1650 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 [ft] [in]ASD 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Wt.7.3 7.6 8.1 8.8 9.4 10.6 11.3 12.0 12.3 12.4 13.4 14.2 15.4 15.6 16.0 17.1 17.6 18.8 19.2 19.4 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 71 73 77 80 83 96 98 108 108 114 122 131 137 144 149 161 168 174 182 182 Pbrg 266 293 332 373 421 484 520 563 563 563 608 658 726 726 726 797 797 891 891 891 Wt.6.9 7.4 7.5 8.4 9.3 9.9 10.9 11.9 12.5 13.4 14.0 15.0 15.8 16.2 17.4 18.1 19.4 19.5 21.3 21.5 w360 500 600 700 800 900 1000 1100 1200 1286 1395 1462 1586 1622 1717 1821 1894 2007 2032 2190 2218 Ix 67 71 71 81 92 97 107 119 125 133 142 153 158 164 176 181 197 197 215 215 Pbrg 247 281 284 327 366 418 479 512 549 595 595 643 696 696 768 768 842 842 941 941 Wt.7.0 7.0 7.6 7.9 8.8 9.3 9.9 11.2 11.6 12.5 13.2 13.6 14.1 15.0 16.1 16.5 17.8 17.8 18.2 19.3 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 89 89 94 97 112 117 129 143 152 162 170 177 183 196 211 220 235 235 243 252 Pbrg 228 228 259 286 324 363 385 441 472 506 548 548 548 592 641 641 708 708 708 776 Wt.7.2 7.9 9.1 10.1 11.3 12.8 13.2 13.7 14.7 15.8 17.1 17.7 19.2 19.8 21.1 21.8 23.8 23.9 27.2 27.3 w360 500 552 639 720 836 909 976 1046 1109 1188 1259 1312 1421 1481 1550 1637 1774 1774 1951 1985 Ix 71 75 88 99 114 127 133 142 153 164 176 181 197 205 215 224 246 246 276 276 Pbrg 297 342 412 465 535 622 622 622 672 727 803 803 880 880 984 984 1090 1090 1282 1282 Wt.7.3 7.7 8.8 9.4 10.5 11.7 12.7 13.1 13.5 14.4 15.6 16.9 17.4 17.8 19.2 19.3 21.1 21.3 23.3 23.3 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1775 1900 1904 2079 2105 2266 2300 Ix 94 97 113 119 136 150 165 177 183 196 211 226 235 243 264 264 289 289 314 314 Pbrg 272 300 355 404 463 531 575 575 575 622 673 743 743 743 815 815 911 911 1009 1009 Wt.7.3 7.8 8.4 9.2 9.9 11.0 11.8 12.7 13.0 13.9 14.9 15.5 16.8 17.2 17.7 18.7 18.9 20.6 20.8 22.6 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 120 125 131 150 157 178 193 204 218 235 251 261 280 291 303 315 326 356 256 388 Pbrg 253 278 315 354 400 460 493 534 534 577 625 625 690 690 690 756 756 846 846 937 Wt.7.6 8.9 10.0 11.3 12.5 13.7 14.7 15.8 17.5 18.2 19.6 20.9 21.7 23.7 26.1 27.2 27.3 28.4 30.0 31.8 w360 390 479 542 607 686 759 822 872 953 1003 1089 1139 1203 1288 1381 1441 1474 1532 1604 1706 Ix 73 90 102 116 130 142 153 164 181 189 205 215 224 246 260 276 276 292 303 326 Pbrg 331 381 453 519 595 644 697 754 832 832 913 1020 1020 1130 1329 1329 1329 1329 1454 1454 Wt.7.3 8.3 9.1 10.1 11.2 12.4 13.5 14.5 15.6 17.3 17.6 19.1 19.3 21.0 21.9 23.3 24.0 26.3 27.5 27.6 w360 496 571 650 717 795 897 981 1053 1123 1237 1290 1383 1401 1529 1573 1671 1730 1856 1939 1985 Ix 94 108 122 135 148 167 183 196 211 235 243 264 264 289 301 314 330 349 372 372 Pbrg 283 330 369 421 482 553 599 647 700 773 773 848 848 948 948 1050 1050 1235 1235 1235 Wt.7.0 7.8 8.7 9.5 10.5 11.7 12.5 13.4 14.0 15.3 16.3 17.6 17.9 18.8 19.4 21.1 21.3 23.4 23.6 26.5 w360 500 600 700 800 900 1000 1100 1200 11300 1400 1500 1600 1665 1751 1826 1980 2003 2157 2180 2364 Ix 114 125 143 162 178 195 209 228 245 264 283 303 314 326 340 373 373 406 406 453 Pbrg 232 286 329 370 418 480 515 558 558 603 652 720 720 790 790 883 883 978 978 1150 Wt.7.0 7.6 7.9 9.0 10.0 11.0 11.9 12.6 13.6 14.1 15.1 16.2 17.5 18.1 18.1 19.2 19.8 21.2 21.7 23.8 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 142 150 156 182 207 223 244 261 286 296 316 341 365 380 393 409 427 447 468 511 Pbrg 216 246 271 321 366 390 448 481 521 521 563 609 672 672 672 737 737 824 824 913 Wt.8.7 9.8 11.2 12.7 14.0 15.9 17.4 18.9 19.5 21.6 23.6 26.8 27.0 28.1 28.3 31.5 32.6 35.8 37.1 37.3 w360 358 412 476 545 597 678 723 782 825 904 964 1080 1096 1147 1170 1278 1305 1428 1479 1485 Ix 90 102 118 135 148 171 181 197 205 224 246 276 276 292 292 326 329 354 372 372 Pbrg 392 467 535 613 664 777 858 941 941 1052 1165 1370 1370 1370 1370 1498 1574 1871 1871 1871 Wt.8.0 9.0 10.3 11.7 12.8 14.0 15.0 17.1 17.5 19.1 20.7 21.7 23.7 23.8 27.0 27.2 28.4 29.7 31.7 32.8 w360 421 487 561 653 715 796 844 935 978 1050 1145 1197 1295 1331 1453 1487 1562 1618 1724 1760 Ix 106 122 139 162 180 198 212 235 243 264 289 301 330 330 372 372 393 408 439 444 Pbrg 323 381 463 533 572 619 669 799 799 876 980 980 1085 1085 1276 1276 1276 1396 1396 1467 Wt.7.4 8.6 9.5 10.5 11.6 13.2 13.8 14.8 16.1 17.7 18.2 19.2 21.0 21.9 23.2 24.0 27.1 27.4 27.5 28.5 w360 481 577 645 738 814 911 978 1060 1139 1248 1301 1371 1480 1547 1618 1702 1882 1897 1927 2025 Ix 120 143 162 184 203 228 245 264 283 314 327 340 373 389 406 428 482 482 482 509 Pbrg 276 341 383 433 498 578 578 625 676 746 746 819 915 915 1014 1014 1192 1192 1192 1192 Wt.7.3 8.0 9.2 10.2 11.4 12.4 13.3 13.9 15.1 16.2 17.5 17.8 19.2 19.4 21.2 21.9 23.4 24.2 26.6 27.5 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1564 1678 1723 1886 1972 2036 2139 2267 2388 Ix 150 159 187 212 244 261 286 306 330 354 380 393 427 427 468 489 511 538 570 607 Pbrg 258 298 359 405 466 500 541 541 585 633 699 699 766 766 857 857 949 949 1116 1116 Wt.7.5 8.3 9.5 10.6 11.5 12.7 13.0 14.0 15.3 16.7 17.2 17.4 18.8 19.0 20.9 21.3 22.7 23.6 25.9 26.7 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 183 199 233 266 287 312 326 360 384 430 447 447 483 502 549 574 598 627 663 701 Pbrg 242 280 357 409 437 508 508 549 594 656 656 656 719 719 804 804 890 890 1047 1047 Based on a 50 ksi Maximum Yield Strength STANDARD WEIGHT TABLE FOR LOAD/LOAD LH-SERIES JOISTS 22 14 16 18 20 22 18 20 14 16 18 20 14 Total Uniformly Distributed Joist Load in Pounds per Linear Foot 14 16 14 16 18 14 16 128 Joist Joist Span Depth LRFD 750 900 1050 1200 1350 1500 1650 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 [ft] [in]ASD 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Wt.9.8 11.5 13.0 14.3 16.4 18.5 20.1 22.1 24.4 24.6 28.0 30.0 31.5 31.7 36.9 38.0 40.5 40.9 44.0 44.5 w360 312 380 431 474 537 602 651 717 785 796 881 942 994 1008 1136 1151 1254 1254 1341 1341 Ix 102 123 140 154 176 197 213 235 261 261 292 312 326 326 372 377 410 410 439 439 Pbrg 452 549 629 681 797 880 965 1079 1195 1195 1405 1405 1537 1537 1919 1919 1919 1919 2223 2223 Wt.8.9 10.3 11.6 13.0 14.4 16.5 17.9 19.4 20.4 22.5 24.7 24.8 28.2 28.3 31.6 31.9 34.0 37.2 38.2 40.8 w360 370 440 506 575 633 718 773 840 888 965 1070 1078 1187 1201 1309 1342 1415 1537 1559 1669 Ix 120 145 164 186 205 235 253 275 286 316 350 350 393 393 439 439 465 503 510 556 Pbrg 376 447 513 588 636 745 822 901 901 1008 1116 1116 1312 1312 1436 1436 1509 1793 1793 1793 Wt.8.1 9.5 10.8 12.1 13.8 14.6 16.3 17.6 18.2 19.8 21.8 22.6 24.9 27.3 28.3 28.5 30.5 32.1 32.2 34.3 w360 418 506 592 663 751 815 898 971 1016 1085 1189 1267 1386 1457 1538 1556 1651 1722 1743 1836 Ix 136 164 192 217 245 264 294 314 327 355 389 409 454 482 509 509 547 571 571 605 Pbrg 311 367 446 513 596 596 697 769 769 844 944 944 1045 1229 1229 1229 1229 1344 1344 1413 Wt.8.1 9.0 9.9 11.3 12.4 13.9 14.6 16.6 17.7 18.3 19.9 21.9 22.1 24.1 25.1 27.5 27.8 29.0 29.0 32.3 w360 500 582 651 767 836 940 991 1125 1202 1253 1363 1494 1518 1644 1742 1835 1864 1959 1979 2169 Ix 169 192 212 247 271 306 319 368 393 410 446 489 489 538 570 607 607 641 641 719 Pbrg 287 330 371 450 482 559 559 654 722 722 792 885 885 981 981 1153 1153 1153 1153 1261 Wt.8.4 9.7 11.3 12.4 12.6 14.3 15.8 16.4 16.9 18.3 19.8 20.3 22.2 25.1 25.4 26.3 26.3 27.4 28.8 29.1 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2380 Ix 202 239 279 300 326 371 411 430 447 483 524 549 598 663 663 701 701 746 774 774 Pbrg 324 394 486 526 526 615 679 679 679 745 832 832 922 1084 1084 1084 1084 1084 1186 1186 Wt.8.4 9.3 10.6 12.0 12.5 13.5 14.6 16.3 16.7 18.0 18.6 19.9 21.7 21.9 24.7 25.4 25.6 26.5 26.5 28.9 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 242 259 300 341 375 403 445 494 517 557 581 631 687 687 759 800 800 845 845 934 Pbrg 306 372 427 496 496 537 581 641 641 703 703 786 871 871 1024 1024 1024 1024 1024 1120 Wt.11.0 13.2 15.2 16.9 19.2 22.0 24.3 24.5 27.8 29.8 31.5 36.7 37.6 40.3 40.6 43.8 46.5 46.7 50.1 52.7 w360 286 347 391 438 492 563 617 635 692 739 782 868 904 984 984 1053 1130 1130 1196 1271 Ix 119 145 165 183 205 235 261 261 292 312 326 372 377 410 410 439 472 472 499 530 Pbrg 521 643 752 815 986 1102 1221 1221 1436 1436 1570 1961 1961 1961 1961 2272 2272 2272 2572 2572 Wt.9.8 11.5 13.4 15.3 16.4 18.5 20.3 22.3 24.5 27.8 28.1 30.0 31.6 33.6 36.9 37.9 40.5 40.8 44.0 44.3 w360 328 397 459 528 564 641 686 758 840 911 942 997 1053 1111 1205 1233 1333 1333 1427 1454 Ix 136 164 193 220 235 264 286 316 350 393 393 421 439 465 503 510 556 556 595 595 Pbrg 432 525 602 705 763 842 923 1032 1143 1344 1344 1344 1471 1545 1837 1837 1837 1837 2127 2127 Wt.9.0 10.7 12.3 14.0 15.4 16.5 18.1 20.3 21.7 22.5 24.7 28.1 28.3 30.2 31.8 31.9 34.1 37.3 38.2 40.9 w360 372 465 537 618 681 727 784 888 933 995 1088 1207 1207 1296 1369 1385 1450 1568 1592 1706 Ix 154 192 224 255 284 303 327 370 389 409 454 509 509 547 571 571 605 654 664 724 Pbrg 361 458 527 612 661 716 790 866 969 969 1073 1262 1262 1262 1380 1380 1450 1724 1724 1724 Wt.8.6 9.7 11.3 12.8 14.0 15.0 16.6 18.0 19.6 21.6 22.5 23.8 25.0 28.2 28.4 30.3 31.8 32.0 34.1 37.5 w360 447 507 603 693 774 830 912 984 1070 1173 1233 1290 1367 1520 1538 1653 1699 1744 1829 1979 Ix 186 212 253 289 319 342 380 410 446 489 514 538 570 641 641 689 719 719 763 825 Pbrg 317 381 463 531 575 622 673 743 815 911 911 1009 1009 1186 1186 1186 1298 1298 1364 1621 Wt.8.1 9.5 10.7 12.2 13.5 14.4 15.5 16.9 18.2 19.7 20.6 22.0 24.0 25.1 27.4 28.5 28.8 30.5 32.2 32.3 w360 496 587 680 786 861 947 1005 1130 1206 1312 1392 1441 1583 1681 1771 1870 1892 2035 2097 2149 Ix 207 247 282 332 362 390 419 466 503 547 571 601 660 701 746 789 789 849 886 886 Pbrg 282 359 406 467 542 542 586 634 700 767 767 858 950 950 1117 1117 1117 1117 1222 1222 Wt.7.8 9.2 10.2 11.5 12.9 14.0 14.7 15.8 16.9 18.4 19.5 20.2 22.2 23.0 24.4 25.5 27.9 28.8 29.1 29.2 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1580 1700 1800 1900 2000 2100 2200 2281 2310 Ix 228 287 318 363 410 451 469 504 542 606 631 659 724 760 796 844 900 951 951 951 Pbrg 266 315 359 412 472 511 511 553 598 660 724 724 810 810 897 897 1054 1054 1054 1054 Wt.8.4 9.8 11.0 12.5 12.9 13.9 15.2 16.7 17.2 18.6 20.0 20.5 22.5 22.7 25.5 25.7 26.6 26.7 27.8 29.5 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 286 338 386 425 463 512 546 611 637 688 747 783 854 854 949 949 1003 1003 1069 1109 Pbrg 306 372 427 496 496 537 581 641 641 703 786 786 626 871 1024 1024 1024 1024 1024 1120 26 14 16 18 20 22 24 26 24 14 16 18 20 22 24 Total Uniformly Distributed Joist Load in Pounds per Linear Foot STANDARD WEIGHT TABLE FOR LOAD/LOAD LH-SERIES JOISTS Based on a 50 ksi Maximum Yield Strength 129 Joist Joist Span Depth LRFD 750 900 1050 1200 1350 1500 1650 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 [ft] [in]ASD 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Wt.12.4 15.0 17.6 19.9 22.0 24.4 27.7 29.8 31.3 36.6 37.5 40.3 43.8 43.9 49.8 50.1 52.8 56.2 56.3 63.3 w360 260 312 358 408 451 499 553 590 624 713 738 786 842 859 940 956 1015 1051 1057 1142 Ix 135 165 189 213 235 261 292 312 326 372 377 410 439 439 499 499 530 546 546 596 Pbrg 611 767 916 1005 1123 1244 1463 1463 1600 1999 1999 1999 2315 2315 2621 2621 2621 2927 2927 3320 Wt.11.1 12.9 15.1 17.6 19.3 21.4 23.4 26.8 27.9 30.0 31.5 36.8 37.0 40.5 40.9 44.0 44.4 50.0 50.4 50.5 w360 304 358 422 480 527 585 635 700 753 797 842 948 968 1047 1066 1140 1164 1276 1297 1322 Ix 158 186 220 253 275 301 330 372 393 421 439 503 503 556 556 595 595 677 677 677 Pbrg 536 615 719 860 943 1054 1167 1373 1373 1373 1502 1875 1875 1875 1875 2172 2172 2460 2460 2460 Wt.10.1 12.0 14.0 15.3 17.4 19.4 21.5 22.4 24.7 28.0 28.2 31.6 31.8 37.0 37.2 38.2 40.9 44.3 44.4 44.7 w360 345 420 494 544 609 681 746 784 870 965 976 1080 1093 1233 1252 1283 1388 1486 1486 1517 Ix 179 217 255 284 314 355 389 409 545 509 509 571 571 654 654 664 724 775 775 775 Pbrg 440 539 626 676 808 886 991 991 1098 1291 1291 1412 1412 1763 1763 1763 1763 2042 2042 2042 Wt.9.4 10.9 12.9 14.1 15.5 17.6 19.5 21.6 22.5 23.8 27.2 28.4 28.5 31.9 32.1 33.3 37.5 37.8 38.6 44.4 w360 396 465 554 619 681 763 855 938 985 1050 1151 1215 1230 1361 1379 1427 1581 1603 1642 1879 Ix 205 240 289 319 355 393 446 489 514 538 607 641 641 719 719 729 825 825 839 980 Pbrg 363 441 544 590 637 761 835 933 933 1034 1216 1216 1216 1330 1330 1397 1661 1661 1661 1924 Wt.9.3 10.9 12.9 13.6 15.0 17.1 17.9 18.6 20.4 21.8 23.8 24.8 27.2 28.4 30.1 31.7 32.0 33.9 37.4 37.5 w360 470 548 660 716 795 884 964 1019 1094 1152 1265 1343 1437 1512 1606 1676 1698 1789 1949 1976 Ix 247 290 350 375 419 466 503 525 571 601 660 701 746 789 849 886 886 940 1017 1017 Pbrg 369 448 556 556 601 718 718 718 788 881 975 975 1147 1147 1147 1255 1255 1318 1567 1567 Wt.9.1 10.7 12.0 13.3 14.5 16.0 17.4 17.7 19.6 21.0 21.9 23.9 27.1 27.4 28.4 28.7 30.5 31.9 32.3 33.2 w360 500 600 700 792 887 988 1063 1128 1263 1306 1387 1526 1693 1706 1802 1823 1940 2023 2050 2094 Ix 274 336 383 420 465 521 560 581 659 691 724 796 900 900 951 951 1025 1069 1069 1085 Pbrg 349 423 486 526 568 615 679 679 744 832 832 922 1084 1084 1084 1084 1084 1186 1186 1246 Wt.10.1 11.4 12.3 13.5 15.7 16.0 18.0 18.4 19.9 21.6 24.4 25.1 25.4 26.2 28.5 28.8 30.7 30.8 31.1 36.1 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2269 2400 Ix 347 395 425 476 562 585 660 688 747 814 901 949 949 1003 1109 1109 1191 1191 1191 1391 Pbrg 401 460 498 538 642 642 705 705 788 873 1026 1026 1026 1026 1122 1122 1179 1179 1179 1402 Wt.9.5 11.2 12.5 13.6 14.7 15.9 16.8 18.3 20.0 21.2 21.8 24.4 25.2 25.5 26.2 27.9 28.9 30.0 30.9 31.3 w360 500 600 700 800 900 1000 1100 11200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 357 423 497 556 615 656 715 771 838 907 952 1054 1112 1112 1174 1216 1299 1316 1396 1396 Pbrg 372 459 496 537 581 641 641 703 786 871 871 1024 1024 1024 1024 1120 1120 1177 1177 1177 Wt.12.4 14.2 16.9 19.2 22.1 24.4 27.7 29.8 31.4 36.5 37.6 40.3 43.7 43.9 46.7 50.0 50.1 56.0 56.2 63.0 w360 282 323 381 433 491 545 604 647 683 770 800 865 925 947 996 1053 1073 1144 1154 1265 Ix 180 205 245 275 316 350 393 421 439 503 510 556 595 595 640 677 677 742 742 813 Pbrg 584 678 793 960 1073 1189 1398 1398 1529 1910 1910 1910 2212 2212 2212 2505 2505 2797 2797 3173 Wt.11.5 13.3 15.3 17.8 19.3 22.2 24.6 26.8 28.0 31.4 31.5 36.7 37.7 40.6 43.9 44.0 46.9 50.0 50.3 50.4 w360 326 384 442 509 560 636 706 754 792 866 888 1001 1032 1107 1182 1206 1297 1350 1373 1401 Ix 211 249 284 327 355 409 454 482 509 571 571 654 664 724 775 775 834 883 883 883 Pbrg 514 590 690 824 904 1011 1120 1317 1317 1440 1440 1799 1799 1799 2083 2083 2083 2359 2359 2359 Wt.10.3 12.2 13.9 15.4 17.8 19.4 21.5 23.6 24.7 27.9 28.1 31.5 32.6 37.0 37.3 40.5 40.8 44.0 44.3 46.9 w360 365 436 502 553 638 694 773 837 887 986 1007 1119 1134 1263 1291 1399 1424 1525 1525 1642 Ix 233 280 319 355 410 446 489 538 570 641 641 719 729 825 825 916 916 980 980 1055 Pbrg 423 519 602 651 778 853 954 1056 1056 1242 1242 1359 1428 1697 1697 1697 1697 1965 1965 1965 Wt.9.6 11.5 13.2 14.5 16.3 17.9 19.6 21.6 23.6 24.7 27.1 28.3 30.2 31.9 33.1 37.2 37.6 38.4 41.2 44.3 w360 408 484 571 630 709 783 851 935 1027 1090 1167 1227 1304 1378 1397 1557 1582 1623 1758 1882 Ix 259 309 366 405 451 503 547 601 660 701 746 789 849 886 898 1017 1017 1035 1130 1210 Pbrg 377 458 526 569 666 735 806 901 998 998 1174 1174 1174 1284 1349 1603 1603 1603 1603 1857 Wt.9.0 10.9 12.4 13.8 15.4 16.7 18.2 19.7 21.8 22.7 24.9 27.3 28.5 28.9 31.9 32.3 33.4 37.5 37.9 38.7 w360 441 553 619 704 784 873 943 1025 1126 1182 1313 1385 1463 1480 1642 1664 1688 1912 1912 1963 Ix 282 352 398 451 504 561 606 659 724 760 844 900 951 951 1069 1069 1085 1229 1229 1252 Pbrg 318 403 464 539 582 630 695 763 853 853 945 1111 1111 1111 1215 1215 1277 1517 1517 1517 Wt.9.1 10.5 12.0 13.6 15.1 16.5 17.7 19.2 19.8 21.9 24.0 24.2 27.4 28.6 28.8 32.0 32.3 33.4 37.6 37.9 w360 500 600 700 793 894 987 1070 1149 1215 1335 1449 1497 1640 1737 1757 1951 1951 2021 2240 2275 Ix 339 387 452 514 574 641 688 748 781 858 944 944 1069 1129 1129 1271 1271 1290 1462 1462 Pbrg 315 382 440 511 552 597 659 723 723 808 895 895 1053 1053 1053 1152 1152 1210 1438 1438 Wt.8.6 10.2 11.8 13.4 14.1 15.3 16.9 18.0 19.5 21.3 22.3 24.1 24.3 27.6 27.9 29.1 30.6 32.4 33.4 33.7 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2370 Ix 361 438 514 580 623 670 749 805 874 958 1005 1105 1105 1251 1251 1323 1376 1489 1513 1513 Pbrg 293 349 427 496 496 537 581 641 703 786 786 871 871 1024 1024 1024 1120 1120 1177 1177 Wt.10.4 11.9 12.5 14.1 15.4 16.4 17.8 19.9 21.2 24.0 24.6 25.4 25.8 28.0 28.3 30.0 30.8 35.2 35.3 36.3 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 477 542 573 659 730 789 854 969 1049 1159 1219 1287 1287 1408 1408 1524 1524 1732 1732 1891 Pbrg 427 496 496 581 641 641 703 786 871 1024 1024 1024 1024 1120 1120 1177 1177 1399 1399 1399 STANDARD WEIGHT TABLE FOR LOAD/LOAD LH-SERIES JOISTS Based on a 50 ksi Maximum Yield Strength Total Uniformly Distributed Joist Load in Pounds per Linear Foot 30 16 18 20 22 24 26 28 30 28 14 16 18 20 22 24 26 28 130 Joist Joist Span Depth LRFD 750 900 1050 1200 1350 1500 1650 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 (ft) (in)ASD 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Wt.14.1 16.7 20.0 22.1 24.4 27.8 29.9 32.6 37.6 40.3 40.6 46.5 46.8 50.0 52.8 56.2 59.1 63.3 66.7 67.2 w360 262 314 366 405 448 503 546 588 648 712 727 819 819 866 920 950 982 1041 1106 1133 Ix 205 245 286 316 350 393 421 459 510 556 556 640 640 677 719 742 767 813 864 864 Pbrg 689 806 976 1091 1208 1421 1421 1554 1941 1941 1941 2248 2248 2545 2545 2843 2843 3224 3224 3224 Wt.12.5 14.7 17.0 20.1 22.3 24.5 27.9 30.0 31.6 36.8 37.8 40.7 40.8 44.2 47.1 50.3 53.0 53.2 56.6 59.4 w360 298 351 405 474 523 581 644 692 731 824 857 927 927 992 1068 1131 1202 1202 1241 1286 Ix 232 274 316 370 409 454 509 547 571 654 664 724 724 775 834 883 939 939 970 1005 Pbrg 560 650 760 920 1029 1140 1340 1340 1466 1831 1831 1831 1831 2120 2120 2401 2401 2401 2681 2681 Wt.11.6 13.5 15.4 17.9 20.3 22.4 24.7 28.0 28.3 31.7 32.0 37.2 38.1 40.8 41.2 44.4 47.3 50.4 50.8 53.3 w360 341 406 455 525 595 658 730 811 829 921 921 1039 1073 1173 1173 1255 1351 1431 1431 1521 Ix 264 311 355 410 465 514 570 641 641 719 719 825 839 916 916 980 1055 1118 1118 1188 Pbrg 494 567 663 793 869 972 1077 1266 1266 1385 1385 1729 1729 1729 1729 2003 2003 2268 2268 2268 Wt.10.7 12.3 14.3 16.4 17.9 20.2 22.2 24.5 26.8 27.9 29.9 31.5 32.6 37.1 37.9 40.6 43.8 44.2 44.3 50.0 w360 379 445 518 597 644 731 808 897 945 1010 1073 1134 1166 1302 1324 1446 1549 1549 1585 1767 Ix 293 343 405 466 503 571 631 701 746 789 849 886 898 1017 1035 1130 1210 1210 1210 1380 Pbrg 435 500 581 680 750 823 920 1019 1198 1198 1198 1310 1377 1636 1636 1636 1895 1895 1895 2146 Wt.10.1 12.0 13.8 15.1 16.6 18.1 20.3 22.4 23.8 27.0 28.2 28.4 31.8 31.8 37.1 37.4 38.1 40.9 44.0 44.5 w360 419 510 580 652 718 795 881 973 1038 1140 1204 1230 1351 1385 1536 1573 1602 1750 1836 1874 Ix 329 398 451 504 561 606 688 760 796 900 951 951 1069 1069 1229 1229 1252 1367 1464 1464 Pbrg 387 474 550 595 644 711 779 871 965 1135 1135 1135 1241 1241 1551 1551 1551 1551 1796 1796 Wt.10.7 12.1 13.6 14.9 17.4 17.7 19.7 21.6 22.5 24.0 27.1 28.2 28.5 31.8 32.9 33.1 37.5 37.6 38.6 44.2 w360 491 571 653 735 831 893 1000 1082 1155 1209 1353 1429 1446 1606 1644 1663 1871 1897 1922 2186 Ix 397 453 514 574 663 688 781 858 902 944 1069 1129 1129 1271 1290 1290 1462 1462 1490 1743 Pbrg 421 482 522 564 674 674 740 827 827 916 1077 1077 1077 1178 1238 1238 1471 1471 1471 1704 Wt.10.2 12.0 13.4 14.6 16.3 17.7 18.3 19.8 21.9 23.9 24.0 27.3 28.3 28.7 32.0 32.1 33.3 37.6 38.1 38.6 w360 500 600 700 800 900 973 1075 1169 1286 1395 1415 1585 1674 1694 1859 1882 1937 2158 2195 2255 Ix 428 506 580 643 720 755 840 913 1005 1105 1105 1251 1323 1323 1489 1489 1513 1715 1715 1748 Pbrg 372 459 496 537 581 641 641 703 786 871 871 1024 1024 1024 1120 1120 1177 1399 1399 1399 Wt.11.5 13.0 14.9 15.7 17.2 19.2 20.8 23.7 24.3 25.1 26.8 28.3 29.4 29.7 33.8 34.5 35.7 39.3 39.4 39.9 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 496 588 676 758 815 927 1004 1159 1219 1287 1330 1425 1524 1524 1732 1732 1891 2004 2004 2004 Pbrg 496 537 641 641 703 786 871 1024 1024 1024 1120 1177 1177 1177 1399 1399 1399 1620 1620 1620 Wt.14.1 16.8 20.0 22.1 24.5 27.9 30.0 32.7 37.6 40.4 40.6 43.9 46.9 50.1 52.8 56.1 59.3 63.2 66.6 67.0 w360 281 337 394 436 484 543 583 636 694 758 772 846 889 941 1000 1034 1071 1135 1208 1208 Ix 264 316 370 409 454 509 547 597 664 724 724 775 834 883 939 970 1005 1065 1133 1133 Pbrg 660 772 935 1045 1158 1361 1361 1489 1859 1859 1859 2154 2154 2439 2439 2723 2723 3089 3089 3089 Wt.12.5 14.7 16.9 20.0 22.1 24.5 27.9 29.9 31.5 36.8 37.7 40.4 43.8 44.1 46.8 50.1 52.8 53.1 56.2 59.3 w360 310 370 427 496 548 608 676 726 767 866 902 976 1045 1069 1125 1192 1266 1280 1311 1360 Ix 290 343 396 465 514 570 641 689 719 825 839 916 980 980 1055 1188 1188 1188 1230 1276 Pbrg 538 624 730 884 988 1095 1287 1287 1408 1759 1759 1759 2037 2037 2037 2307 2307 2307 2576 2576 Wt.11.6 14.0 15.8 18.5 20.3 22.2 24.6 27.9 29.9 31.5 32.9 37.1 40.4 40.6 44.0 44.5 47.1 50.1 50.6 53.0 w360 347 421 479 560 609 673 747 831 894 944 999 1067 1204 1204 1264 1290 1388 1471 1500 1565 Ix 322 390 449 525 571 631 701 789 849 886 926 1017 1130 1130 1210 1210 1302 1380 1380 1468 Pbrg 476 591 639 764 838 936 1037 1220 1220 1334 1334 1666 1666 1666 1930 1930 1930 2185 2185 2185 Wt.11.0 13.3 14.6 16.7 18.7 20.5 22.6 24.9 28.1 28.4 31.8 32.1 37.3 38.2 40.9 41.2 44.4 44.8 47.3 50.9 w360 385 470 518 598 682 734 810 900 1003 1014 1125 1140 1280 1345 1457 1457 1561 1561 1680 1781 Ix 360 439 486 561 632 688 760 844 951 951 1068 1068 1229 1252 1367 1367 1464 1464 1576 1671 Pbrg 420 518 561 656 724 795 888 984 1157 1157 1266 1266 1581 1581 1581 1581 1831 1831 1831 2073 Wt.10.6 12.7 14.1 16.4 17.7 19.5 21.7 23.8 27.1 27.5 28.7 31.8 32.9 36.3 37.7 38.4 41.2 44.4 44.9 45.1 w360 424 517 598 676 743 833 915 993 1118 1145 1204 1337 1376 1480 1558 1600 1734 1858 1858 1858 Ix 400 485 555 641 688 781 858 944 1069 1069 1129 1271 1290 1391 1462 1490 1627 1743 1743 1743 Pbrg 399 492 533 624 688 755 844 935 1099 1099 1099 1202 1263 1502 1502 1502 1502 1739 1739 1739 Wt.10.2 12.0 13.9 15.5 17.5 18.3 19.9 22.0 24.2 27.4 27.8 28.9 32.0 32.4 33.4 37.8 38.2 39.1 44.6 44.8 w360 470 560 661 734 827 895 973 1071 1162 1308 1341 1410 1567 1588 1613 1797 1828 1877 2135 2181 Ix 438 527 623 696 775 840 913 1005 1105 1251 1251 1323 1489 1489 1513 1715 1715 1748 2046 2046 Pbrg 356 437 507 548 655 655 718 803 889 1045 1045 1045 1144 1144 1202 1428 1428 1428 1654 1654 Wt.10.9 12.4 13.6 15.3 17.6 17.9 19.5 21.3 23.5 24.5 27.5 27.9 29.1 32.4 33.3 33.7 37.7 38.3 39.1 44.8 w360 500 600 700 800 900 981 1065 1164 1277 1363 1500 1528 1584 1675 1835 1882 2070 2119 2161 2400 Ix 534 610 693 774 895 930 1011 1108 1214 1279 1449 1449 1449 1532 1726 1754 1988 1988 2028 2374 Pbrg 400 459 496 537 641 641 703 786 871 871 1024 1024 1024 1120 1177 1177 1399 1399 1399 1620 Wt.10.3 12.2 13.4 15.0 17.3 18.0 19.1 21.3 22.3 23.8 26.9 28.0 28.2 29.3 31.8 33.4 33.9 37.1 38.6 38.7 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 564 668 766 849 984 1025 1107 1269 1332 1391 1558 1661 1661 1756 1827 2013 2013 2170 2281 2281 Pbrg 372 459 496 537 641 641 703 786 786 871 1024 1024 1024 1024 1120 1177 1177 1399 1399 1399 34 18 Total Uniformly Distributed Joist Load in Pounds per Linear Foot STANDARD WEIGHT TABLE FOR LOAD/LOAD LH-SERIES JOISTS Based on a 50 ksi Maximum Yield Strength 20 22 24 26 28 30 32 32 16 18 20 22 24 26 28 30 131 Joist Joist Span Depth LRFD 750 900 1050 1200 1350 1500 1650 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 (ft) (in)ASD 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Wt.15.2 19.2 22.1 24.5 27.9 31.3 36.6 37.6 40.6 43.9 46.7 50.0 52.8 56.3 59.1 63.3 66.7 74.0 80.6 80.9 w360 257 319 367 407 457 512 577 601 650 695 748 792 842 870 901 955 1016 1097 1175 1194 Ix 284 355 409 454 509 571 654 664 724 775 834 883 939 970 1005 1065 1133 1214 1310 1310 Pbrg 723 948 1060 1174 1380 1510 1886 1886 1886 2184 2184 2473 2473 2762 2762 3132 3132 3792 3792 3792 Wt.14.2 16.4 19.3 22.2 24.6 28.0 30.0 31.7 37.0 40.6 40.8 44.1 46.9 50.3 53.1 56.4 59.2 63.4 63.6 67.4 w360 305 345 405 461 511 575 611 654 728 806 821 879 947 1003 1065 1103 1144 1213 1213 1291 Ix 331 380 446 514 570 641 689 719 825 916 916 980 1055 1118 1188 1230 1276 1352 1352 1439 Pbrg 634 742 898 1004 1112 1307 1307 1430 1786 1786 1786 2068 2068 2342 2342 2615 2615 2966 2966 2966 Wt.12.6 15.2 17.7 20.0 22.2 24.5 27.8 29.8 31.5 36.6 37.6 40.4 43.6 46.4 46.8 50.0 52.5 55.9 56.0 59.2 w360 322 390 451 512 566 629 699 752 795 898 936 1013 1086 1168 1168 1238 1316 1364 1364 1444 Ix 354 435 503 571 631 701 789 849 886 1017 1035 1130 1210 1302 1302 1380 1468 1521 1521 1580 Pbrg 518 650 776 851 952 1054 1240 1240 1356 1693 1693 1693 1961 1961 1961 2221 2221 2480 2480 2480 Wt.11.9 14.4 16.4 18.5 20.3 22.4 24.7 28.0 30.1 31.6 33.8 37.9 40.6 40.8 44.2 46.7 47.2 50.3 53.1 56.3 w360 361 436 503 574 617 682 757 844 908 959 1027 1132 1226 1226 1314 1414 1414 1499 1593 1654 Ix 399 486 561 632 688 760 844 951 1025 1069 1136 1252 1367 1367 1464 1576 1576 1671 1777 1844 Pbrg 460 571 668 737 808 904 1001 1177 1177 1288 1353 1608 1608 1608 1863 1863 1863 2109 2109 2355 Wt.11.5 13.6 15.5 17.4 19.5 21.6 23.6 26.9 28.2 31.4 31.7 35.9 37.3 38.2 40.8 44.2 44.4 47.2 50.3 50.9 w360 396 476 555 618 701 770 847 940 1001 1112 1140 1245 1311 1347 1459 1563 1563 1684 1754 1784 Ix 439 533 619 688 781 858 944 1069 1129 1271 1271 1391 1462 1490 1627 1743 1743 1877 1989 1989 Pbrg 437 543 587 701 769 859 952 1119 1119 1224 1224 1529 1529 1529 1529 1771 1771 1771 2005 2005 Wt.10.9 13.1 14.3 16.6 18.2 19.7 21.8 23.9 27.3 28.3 29.9 31.9 33.0 37.4 37.5 38.6 44.4 44.6 45.0 50.6 w360 434 520 588 679 754 830 915 1010 1101 1173 1232 1336 1357 1512 1539 1580 1798 1835 1835 2059 Ix 485 585 648 749 840 913 1005 1105 1251 1323 1376 1489 1513 1715 1715 1748 2046 2046 2046 2336 Pbrg 387 477 517 605 667 732 818 906 1066 1066 1166 1166 1225 1456 1456 1456 1686 1686 1686 1909 Wt.12.3 13.2 15.4 17.3 18.6 20.9 23.0 26.0 27.0 27.3 29.9 31.7 32.9 33.1 37.5 37.6 38.7 44.2 44.6 44.8 w360 500 591 698 787 848 967 1059 1182 1274 1285 1397 1510 1545 1566 1742 1783 1819 2086 2130 2130 Ix 597 670 800 895 967 1108 1214 1360 1449 1449 1594 1726 1754 1754 1988 1988 2028 2374 2374 2374 Pbrg 496 496 581 641 703 786 871 1024 1024 1024 1120 1120 1177 1177 1399 1399 1399 1620 1620 1620 Wt.11.7 12.9 15.2 17.0 17.7 20.4 21.1 23.1 26.1 27.2 27.7 30.0 32.8 33.1 36.4 37.7 37.8 38.9 44.4 44.8 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1473 1600 1700 1782 1900 1998 2046 2089 2300 2400 Ix 642 733 876 984 1025 1212 1269 1391 1558 1661 1661 1827 2013 2013 2170 2281 2281 2328 2726 2726 Pbrg 459 496 581 641 641 786 786 871 1024 1024 1024 1120 1177 1177 1399 1399 1399 1399 1620 1620 Wt.12.7 14.8 15.5 18.5 20.2 23.1 23.3 23.9 25.9 27.7 28.5 32.6 33.1 34.0 38.3 39.2 39.6 43.2 43.3 47.3 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 810 942 1068 1237 1341 1540 1615 1700 1845 1977 2096 2391 2391 2548 2686 2954 2954 3090 3090 3365 Pbrg 537 641 641 786 871 1024 1024 1024 1120 1177 1177 1399 1399 1399 1620 1620 1620 1834 1834 2048 Wt.15.2 19.1 22 24.4 27.8 31.2 36.5 37.4 40.4 43.7 46.5 49.8 52.5 55.9 58.9 62.9 66.6 66.7 74.1 80.4 w360 274 340 392 434 488 548 619 644 698 747 804 852 905 937 972 1030 1097 1097 1176 1293 Ix 355 446 514 570 641 719 825 839 916 980 1055 1118 1188 1230 1276 1352 1439 1439 1545 1671 Pbrg 694 910 1017 1127 1325 1449 1810 1810 1810 2097 2097 2374 2374 2651 2651 3007 3007 3007 3640 3640 Wt.14.2 16.4 20.1 22.2 24.5 27.8 29.9 31.6 36.8 40.3 40.6 44.1 46.7 50.1 52.7 56.1 58.8 63.2 63.3 66.6 w360 309 360 435 481 534 601 655 684 762 845 880 922 1019 1052 1119 1159 1204 1277 1277 1359 Ix 405 466 571 631 701 789 849 886 1017 1130 1130 1210 1302 1380 1468 1521 1580 1676 1676 1784 Pbrg 610 714 864 966 1070 1258 1258 1376 1718 1718 1718 1990 1990 2254 2254 2517 2517 2854 2854 2854 Wt.13.4 15.4 18.0 20.3 22.4 24.7 28.1 30.2 31.9 37.1 38.1 40.9 44.2 47.0 50.2 50.6 53.1 56.4 56.6 63.6 w360 345 399 462 524 579 643 725 771 815 921 962 1042 1115 1201 1251 1273 1354 1405 1405 1551 Ix 456 523 606 688 760 844 951 1025 1069 1229 1252 1367 1464 1576 1671 1671 1777 1844 1844 2035 Pbrg 535 627 749 821 918 1017 1196 1196 1308 1633 1633 1633 1892 1892 2142 2142 2142 2392 2392 2713 Wt.12.5 14.6 16.8 19.6 21.8 24.7 27.2 28.4 31.8 32.1 37.3 38.3 41.2 44.4 44.7 47.7 50.8 51.0 56.8 57.0 w360 370 438 506 595 654 763 799 860 945 969 1095 1144 1240 1328 1328 1430 1516 1516 1656 1676 Ix 486 575 664 781 858 1002 1069 1129 1271 1271 1462 1490 1627 1743 1743 1877 1989 1989 2199 2199 Pbrg 475 552 646 781 874 968 1138 1138 1245 1245 1554 1554 1554 1800 1800 1800 2039 2039 2277 2277 Wt.11.9 14.3 16.0 18.2 20.5 22.6 25.1 28.5 28.7 32.1 32.3 37.6 38.6 41.3 44.6 45.1 47.6 51.1 51.3 51.7 w360 410 499 551 640 728 804 893 996 1008 1107 1135 1285 1324 1427 1527 1559 1642 1749 1780 1780 Ix 534 648 723 840 955 1055 1172 1323 1323 1489 1489 1715 1748 1909 2046 2046 2204 2336 2336 2336 Pbrg 423 526 568 679 745 832 922 1084 1084 1186 1186 1481 1481 1481 1716 1716 1716 1942 1942 1942 Wt.13.0 15.0 16.8 18.4 20.6 25.0 25.7 26.9 29.4 30.5 32.4 35.9 37.1 37.5 43.6 44.1 44.2 47.7 50.1 50.9 w360 474 570 635 721 822 938 1004 1083 1186 1212 1313 1403 1480 1515 1728 1772 1809 1879 2030 2066 Ix 641 766 860 967 1108 1287 1360 1449 1594 1617 1754 1891 1988 1988 2374 2374 2374 2506 2711 2711 Pbrg 502 587 648 710 794 1034 1034 1034 1131 1189 1189 1413 1413 1413 1636 1636 1636 1853 1853 1853 Wt.12.8 14.8 16.4 18.3 20.2 22.2 25.1 26.0 27.1 29.6 30.8 32.8 36.3 37.3 37.7 41.6 44.3 44.4 47.9 48.1 w360 500 600 700 791 900 981 1090 1165 1252 1353 1390 1506 1617 1712 1739 1854 2035 2078 2158 2193 Ix 714 843 945 1063 1212 1323 1475 1558 1661 1827 1854 2013 2170 2281 2281 2480 2726 2726 2878 2878 Pbrg 496 581 641 703 786 871 1024 1024 1024 1120 1177 1177 1399 1399 1399 1620 1620 1620 1834 1834 Wt.12.0 13.3 14.6 17.2 18.1 19.7 21.6 23.7 26.7 27.9 28.3 30.7 31.8 33.5 37.1 37.3 38.9 39.0 43.2 45.5 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 818 936 1044 1207 1310 1481 1623 1781 1997 2129 2129 2342 2342 2584 2786 2786 2930 2930 3187 3504 Pbrg 459 496 537 641 641 703 786 871 1024 1024 1024 1120 1120 1177 1399 1399 1399 1399 1620 1620 STANDARD WEIGHT TABLE FOR LOAD/LOAD LH-SERIES JOISTS Total Uniformly Distributed Joist Load in Pounds per Linear Foot Based on a 50 ksi Maximum Yield Strength 38 20 22 24 26 28 30 32 36 36 18 20 22 24 26 28 30 32 36 132 Joist Joist Span Depth LRFD 750 900 1050 1200 1350 1500 1650 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 (ft) (in)ASD 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Wt.16.9 20.1 23.2 27.8 30.0 32.8 40.3 40.6 46.6 46.9 50.2 53.1 59.0 63.2 66.6 67.1 80.5 80.7 80.9 81.8 w360 259 312 360 419 456 497 587 598 689 689 744 784 833 882 940 966 1090 1107 1090 1126 Ix 396 465 543 641 689 752 916 916 1055 1055 1118 1188 1276 1352 1439 1439 1670 1670 1670 1712 Pbrg 761 921 1030 1341 1341 1467 1833 1833 2123 2123 2404 2404 2684 3044 3044 3044 3685 3685 3685 3756 Wt.15.2 19.1 22.0 24.4 27.7 31.0 36.3 37.4 40.2 43.6 46.3 49.7 52.5 55.6 58.7 62.6 66.4 66.5 73.5 79.8 w360 287 357 412 458 515 578 653 681 737 790 850 901 958 993 1031 1094 1164 1164 1252 1375 Ix 435 547 631 701 789 886 1017 1035 1130 1210 1302 1380 1468 1521 1580 1676 1784 1784 1917 2075 Pbrg 668 875 979 1084 1275 1394 1741 1741 1741 2017 2017 2284 2284 2550 2550 2893 2893 2893 3502 3502 Wt.14.3 16.9 20.1 22.2 24.6 28.0 31.3 33.6 37.6 40.4 43.7 44.0 46.9 50.1 52.9 56.0 59.0 63.0 66.7 66.9 w360 317 381 449 496 551 621 698 747 824 892 956 978 1029 1091 1160 1204 1251 1328 1414 1414 Ix 486 584 688 760 844 951 1069 1136 1252 1367 1464 1464 1576 1671 1777 1844 1918 2035 2166 2166 Pbrg 588 688 833 931 1031 1212 1326 1394 1657 1657 1919 1919 1919 2172 2172 2426 2426 2752 2752 2752 Wt.14.0 16.5 18.5 21.5 24.5 27.9 28.2 31.7 33.8 37.1 40.7 44.0 44.3 47.1 50.2 50.6 56.3 56.7 59.5 63.9 w360 363 429 495 560 644 712 737 830 888 938 1042 1115 1138 1225 1299 1299 1419 1435 1495 1586 Ix 555 664 748 858 1002 1129 1129 1271 1351 1462 1627 1743 1743 1877 1989 1989 2199 2199 2290 2429 Pbrg 560 655 723 887 982 1155 1155 1263 1328 1578 1578 1827 1827 1827 2069 2069 2311 2311 2311 2621 Wt.13.1 15.5 18.0 19.6 22.4 24.8 28.2 30.3 31.9 34.0 37.4 40.8 41.2 44.5 47.3 50.5 50.9 53.6 57.0 57.1 w360 393 467 542 596 689 765 854 920 972 1042 1101 1223 1246 1336 1407 1498 1525 1623 1687 1687 Ix 606 723 840 913 1055 1172 1323 1427 1489 1585 1715 1909 1909 2046 2204 2336 2336 2486 2585 2585 Pbrg 493 577 690 756 846 937 1101 1101 1205 1266 1505 1505 1505 1743 1743 1973 1973 1973 2204 2204 Wt.12.8 14.8 17.3 19.0 21.7 23.8 27.2 28.4 30.0 32.7 36.2 37.3 38.4 44.3 44.3 44.9 50.4 51.1 54.3 56.6 w360 427 505 578 652 747 823 927 988 1039 1139 1214 1276 1324 1518 1550 1550 1739 1770 1816 1937 Ix 653 774 895 1011 1162 1279 1449 1532 1594 1754 1891 1988 2028 2374 2374 2374 2711 2711 2813 3003 Pbrg 471 551 568 722 807 894 1051 1051 1150 1208 1436 1436 1436 1664 1664 1664 1884 1884 2104 2104 Wt.12.1 13.9 16.2 17.8 20.0 22.0 24.2 27.4 28.6 30.3 33.0 36.4 37.6 38.6 44.5 44.7 45.2 48.3 50.8 51.6 w360 460 544 621 704 789 869 956 1072 1146 1205 1307 1385 1490 1520 1743 1780 1780 1890 2034 2034 Ix 695 822 951 1065 1209 1332 1465 1661 1756 1827 2013 2170 2281 2328 2726 2726 2726 2878 3115 3115 Pbrg 427 496 581 641 703 786 871 1024 1024 1120 1177 1399 1399 1399 1620 1620 1620 1834 1834 1834 Wt.12.9 14.9 16.9 18.6 20.4 22.4 25.4 26.5 27.7 29.3 31.2 33.2 36.5 36.8 38.0 42.2 44.6 45.2 48.2 49.0 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1789 1900 2000 2100 2200 2300 2376 Ix 912 1076 1207 1359 1550 1692 1890 1997 2129 2210 2379 2584 2786 2786 2930 3187 3504 3504 3700 3700 Pbrg 496 581 641 703 786 871 1024 1024 1024 1120 1177 1177 1399 1399 1399 1620 1620 1620 1834 1834 Wt.14.8 16.2 18.2 20.1 23.0 23.3 25.7 27.4 27.9 31.7 32.9 36.4 38.4 42.3 42.7 43.2 47.3 47.4 48.5 50.7 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 1119 1301 1473 1669 1917 2012 2298 2466 2466 2777 2984 3135 3352 3860 3860 3860 4208 4208 4319 4795 Pbrg 641 703 786 871 1024 1024 1120 1177 1177 1399 1399 1620 1620 1834 1834 1834 2048 2048 2048 2048 Wt.16.9 20.1 23.0 27.7 29.8 32.5 37.5 40.3 43.8 46.6 49.9 52.9 58.5 62.8 66.5 66.7 79.6 80.1 80.3 81.1 w360 273 322 376 439 478 528 588 637 682 734 778 827 891 944 1005 1005 1142 1187 1169 1207 Ix 485 571 667 789 849 926 1035 1130 1210 1302 1380 1468 1580 1676 1784 1784 2075 2075 2075 2126 Pbrg 732 886 990 1290 1290 1411 1762 1762 2041 2041 2311 2311 2581 2928 2928 2928 3544 3544 3544 3612 Wt.15.8 19.3 22.2 24.6 28.0 30.1 32.8 37.7 40.6 43.9 46.8 50.2 52.9 56.2 59.2 63.2 67.0 67.2 74.2 80.5 w360 304 371 428 476 536 585 638 711 770 825 888 941 1002 1039 1081 1146 1220 1220 1314 1441 Ix 540 659 760 844 951 1025 1118 1252 1367 1464 1576 1671 1777 1844 1918 2035 2166 2166 2331 2527 Pbrg 644 844 943 1045 1228 1228 1343 1678 1678 1943 1943 2200 2200 2458 2458 2787 2787 2787 3374 3374 Wt.14.6 17.9 20.2 22.4 24.7 28.0 31.4 36.7 37.8 40.6 43.9 46.8 50.1 50.2 53.2 56.4 59.4 63.4 67.1 67.4 w360 324 400 460 508 564 643 716 810 846 917 982 1057 1121 1121 1192 1239 1290 1368 1457 1457 Ix 575 718 816 902 1002 1129 1271 1462 1490 1627 1743 1877 1989 1989 2117 2199 2290 2429 2587 2587 Pbrg 568 733 804 899 996 1171 1281 1599 1599 1599 1852 1852 2097 2097 2097 2342 2342 2657 2657 2657 Wt.14.0 16.6 19.5 21.6 24.6 28.0 30.1 31.7 37.1 28.0 40.9 44.1 44.5 47.4 50.5 53.5 56.6 57.0 59.8 64.2 w360 366 432 515 566 660 737 794 839 950 992 1076 1153 1153 1242 1316 1401 1456 1456 1519 1611 Ix 648 776 913 1005 1172 1323 1427 1489 1715 1748 1909 2046 2046 2204 2336 2486 2585 2585 2695 2859 Pbrg 542 634 767 858 950 1117 1117 1222 1526 1526 1526 1768 1768 1768 2001 2001 2235 2235 2235 2535 Wt.13.7 16.3 18.0 21.3 23.5 26.8 28.1 31.3 32.6 36.8 37.2 40.6 44.1 44.2 50.0 50.2 51.0 56.3 56.5 56.8 w360 399 482 547 645 711 801 853 948 983 1101 1135 1224 1310 1337 1501 1527 1527 1672 1692 1714 Ix 719 865 971 1162 1279 1449 1532 1726 1754 1988 1988 2215 2374 2374 2711 2711 2711 3003 3003 3003 Pbrg 517 605 668 819 908 1067 1067 1167 1227 1458 1458 1458 1689 1689 1912 1912 1912 2135 2135 2135 Wt.13.4 15.2 17.5 19.6 21.6 23.8 27.2 28.4 31.7 32.8 37.3 37.4 40.8 44.4 44.5 47.7 50.6 50.7 54.5 56.8 w360 443 517 593 681 750 825 925 989 1101 1128 1285 1293 1433 1536 1536 1631 1754 1754 1835 1946 Ix 793 919 1065 1209 1332 1465 1661 1756 1979 2013 2281 2281 2544 2726 2726 2878 3115 3115 3233 3453 Pbrg 496 537 641 703 786 871 1024 1024 1120 1177 1399 1399 1399 1620 1620 1834 1834 1834 2048 2048 Wt.14.3 16.1 18.0 19.9 22.0 25.2 26.1 28.6 30.6 30.9 35.9 36.3 40.8 41.0 44.4 47.5 48.1 48.2 54.2 54.3 w360 500 600 700 800 900 1000 1100 1200 1300 1318 1500 1544 1700 1746 1900 2000 2051 2051 2300 2318 Ix 990 1154 1303 1480 1692 1890 1997 2210 2379 2379 2786 2786 3115 3115 3504 3700 3700 3700 4163 4163 Pbrg 581 641 703 786 871 1024 1024 1120 1177 1177 1399 1399 1620 1620 1620 1834 1834 1834 2048 2048 Wt.13.0 14.5 17.3 18.3 20.5 23.0 26.0 27.1 28.2 30.1 31.0 33.7 37.4 37.5 39.0 42.3 43.4 45.7 49.5 49.7 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 1084 1253 1502 1629 1843 2109 2356 2490 2655 2756 2921 3227 3480 3480 3659 3892 3984 4381 4626 4626 Pbrg 496 537 641 641 786 871 1024 1024 1024 1120 1120 1177 1399 1399 1399 1620 1620 1620 1834 1834 STANDARD WEIGHT TABLE FOR LOAD/LOAD LH-SERIES JOISTS Based on a 50 ksi Maximum Yield Strength 42 22 24 26 28 30 32 36 40 40 20 22 24 26 28 30 32 36 40 Total Uniformly Distributed Joist Load in Pounds per Linear Foot 133 Joist Joist Span Depth LRFD 750 900 1050 1200 1350 1500 1650 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 (ft) (in)ASD 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Wt.19.1 21.9 25.4 29.6 32.3 37.4 40.2 46.2 46.4 52.3 55.6 58.5 65.9 66.1 73.6 79.6 80.0 81.0 90.1 97.8 w360 268 309 361 410 453 511 553 638 638 719 745 774 857 873 938 1032 1017 1049 1177 1210 Ix 547 631 737 849 926 1035 1130 1302 1302 1468 1521 1580 1784 1784 1917 2075 2074 2126 2344 2540 Pbrg 896 1001 1109 1304 1427 1782 1782 2064 2064 2337 2610 2610 2960 2960 3583 3583 3583 3652 4431 4431 Wt.17.0 20.1 23.2 27.8 29.9 32.6 37.6 40.4 43.8 46.7 50.0 52.8 56.2 62.8 66.3 67.0 74.0 80.0 80.5 81.5 w360 286 337 394 460 502 554 618 669 717 772 818 870 904 996 1061 1061 1141 1255 1237 1276 Ix 584 688 804 951 1025 1118 1252 1367 1464 1576 1671 1777 1844 2035 2166 2166 2331 2527 2527 2587 Pbrg 705 853 954 1243 1243 1359 1698 1698 1966 1966 2226 2226 2487 2820 2820 2820 3414 3414 3414 3479 Wt.15.8 19.4 22.2 24.6 28.0 31.5 36.7 37.8 40.7 44.0 46.8 50.3 52.9 56.3 59.3 63.4 67.2 74.2 74.4 80.7 w360 313 382 442 491 553 622 704 735 797 853 919 974 1036 1077 1121 1189 1267 1335 1364 1502 Ix 640 781 902 1002 1129 1271 1462 1490 1627 1743 1877 1989 2117 2199 2290 2429 2587 2786 2786 3024 Pbrg 621 814 910 1008 1185 1297 1619 1619 1619 1876 1876 2124 2124 2372 2372 2690 2690 3256 3256 3256 Wt.15.1 18.0 20.4 23.7 27.0 30.1 31.8 37.2 38.2 41.1 44.4 47.2 50.5 50.6 56.5 56.8 63.7 63.9 67.6 74.8 w360 341 407 468 534 610 690 729 826 863 935 1002 1079 1144 1166 1266 1266 1400 1400 1491 1618 Ix 696 840 955 1105 1251 1427 1489 1715 1748 1909 2046 2204 2336 2336 2585 2585 2859 2859 3045 3283 Pbrg 593 709 777 963 1132 1132 1238 1546 1546 1546 1791 1791 2028 2028 2265 2265 2569 2569 2569 3109 Wt.15.3 17.3 19.4 22.0 26.7 27.8 31.3 32.4 36.8 37.8 43.7 43.9 44.3 49.9 50.4 56.4 56.5 56.8 63.0 63.6 w360 388 450 517 598 696 741 824 855 957 1000 1139 1162 1190 1304 1327 1453 1471 1490 1628 1628 Ix 800 930 1056 1221 1449 1532 1726 1754 1988 2028 2374 2374 2374 2711 2711 3003 3003 3003 3325 3325 Pbrg 614 677 743 831 1082 1082 1183 1244 1478 1478 1712 1712 1712 1938 1938 2165 2165 2165 2455 2455 Wt.14.5 17.2 18.8 21.4 23.5 27.0 28.2 31.5 32.6 37.1 38.1 44.0 44.1 44.6 50.2 50.7 56.1 56.8 57.0 63.3 w360 417 491 560 657 717 805 860 956 986 1118 1140 1307 1335 1366 1526 1526 1670 1691 1691 1873 Ix 849 1025 1157 1332 1465 1661 1756 1979 2013 2281 2328 2726 2726 2726 3115 3115 3453 3453 3453 3826 Pbrg 543 648 711 795 880 1035 1035 1132 1190 1414 1414 1638 1638 1638 1855 1855 2071 2071 2071 2349 Wt.13.5 15.3 17.9 19.5 22.0 24.3 27.6 28.8 30.4 33.2 36.6 38.1 38.9 44.8 45.4 48.6 51.1 51.9 55.0 57.9 w360 476 554 659 725 835 919 1031 1090 1160 1259 1342 1435 1465 1716 1716 1782 1961 1961 2038 2177 Ix 978 1131 1362 1481 1705 1876 2129 2251 2342 2584 2786 2930 2992 3504 3504 3700 4005 4005 4163 4447 Pbrg 496 537 641 703 786 871 1024 1024 1120 1177 1399 1399 1399 1620 1620 1834 1834 1834 2048 2048 Wt.13.8 16.3 18.4 20.2 22.5 25.6 26.6 29.0 31.0 31.5 36.5 37.1 38.2 41.7 42.5 48.2 48.6 49.2 54.5 54.7 w360 500 600 700 880 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 1197 1436 1621 1843 2107 2356 2490 2756 2968 2968 3480 3480 3659 3892 3984 4626 4626 4626 5212 5212 Pbrg 537 641 703 786 871 1024 1024 1120 1177 1177 1399 1399 1399 1620 1620 1834 1834 1834 2048 2048 Wt.14.9 17.6 22.2 22.8 24.7 26.6 27.6 31.8 32.2 36.4 38.5 41.5 42.7 46.3 47.4 47.5 48.6 50.9 55.6 55.8 w360 500 600 400 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 1426 1723 2122 2225 2523 2836 3010 3389 3389 3827 4093 4263 4716 4855 5146 5146 5284 5868 6158 6158 Pbrg 553 786 1024 1024 1120 1177 1177 1399 1399 1620 1620 1834 1834 2048 2048 2048 2048 2048 2323 2323 Wt.19.2 22.1 25.6 29.8 32.6 37.5 40.5 44.0 46.9 50.1 55.9 59.0 63.2 66.7 74.1 80.2 80.4 81.6 90.3 98.5 w360 282 326 381 434 479 540 585 627 675 729 790 821 871 928 998 1098 1082 1116 1191 1289 Ix 659 760 889 1025 1118 1252 1367 1464 1576 1671 1844 1918 2035 2166 2331 2527 2527 2587 2782 3096 Pbrg 863 964 1068 1256 1374 1716 1716 1988 1988 2251 2514 2514 2851 2851 3451 3451 3451 3517 4267 4267 Wt.17.1 21.3 24.4 27.8 31.3 36.5 37.6 40.5 43.9 46.8 50.0 55.8 56.3 62.9 66.6 66.7 74.2 80.3 80.5 81.7 w360 296 362 423 478 537 616 643 697 746 804 852 931 942 1040 1108 1108 1193 1314 1296 1334 Ix 691 858 1002 1129 1271 1462 1490 1627 1743 1877 1989 2199 2199 2429 2587 2587 2786 3024 3024 3094 Pbrg 680 921 1020 1199 1311 1638 1638 1638 1897 1897 2148 2399 2399 2721 2721 2721 3294 3294 3294 3356 Wt.16.5 19.4 22.3 24.8 28.0 31.5 36.9 37.9 40.8 44.2 47.2 50.3 53.2 56.6 59.4 63.7 67.0 74.5 74.7 80.8 w360 329 391 452 502 567 638 722 754 818 876 944 1000 1065 1107 1154 1225 1304 1375 1406 1549 Ix 776 913 1055 1172 1323 1489 1715 1748 1909 2046 2204 2336 2486 2585 2695 2859 3045 3283 3283 3568 Pbrg 650 787 879 974 1145 1253 1565 1565 1565 1813 1813 2052 2052 2292 2292 2600 2600 3147 3147 3147 Wt.15.4 18.0 21.5 24.6 28.0 30.2 31.8 37.0 40.4 44.0 44.2 47.0 50.6 53.0 56.7 59.3 63.3 63.9 67.0 74.3 w360 358 416 490 573 648 699 739 837 930 996 1017 1095 1161 1236 1287 1342 1424 1424 1517 1647 Ix 835 971 1162 1357 1532 1653 1726 1988 2215 2374 2374 2557 2711 2886 3003 3133 3325 3325 3542 3821 Pbrg 574 686 841 932 1096 1096 1198 1497 1497 1734 1734 1734 1963 1963 2192 2192 2486 2486 2486 3010 Wt.14.5 18.0 19.7 22.6 25.0 28.4 31.7 32.8 37.3 40.8 44.2 44.4 47.4 50.8 51.0 57.0 57.3 63.7 63.9 67.4 w360 384 476 518 599 666 752 837 862 977 1083 1167 1167 1258 1334 1334 1478 1478 1638 1638 1746 Ix 888 1111 1209 1399 1555 1756 1979 2013 2281 2544 2726 2726 2937 3115 3115 3453 3453 3826 3826 4076 Pbrg 509 657 720 805 892 1049 1147 1206 1433 1433 1660 1660 1660 1879 1879 2099 2099 2380 2380 2380 Wt.14.0 17.4 18.4 21.1 24.0 27.2 28.5 31.8 32.8 37.4 37.8 44.0 44.6 44.8 50.6 50.8 54.6 56.9 57.5 61.6 w360 451 549 609 695 792 894 953 1060 1101 1233 1272 1443 1501 1501 1715 1715 1783 1904 1904 1981 Ix 1050 1310 1422 1623 1876 2129 2251 2539 2584 2930 2930 3504 3504 3504 4008 4005 4163 4447 4447 4704 Pbrg 496 641 641 786 871 1024 1024 1120 1177 1399 1399 1620 1620 1620 1834 1834 2048 2048 2048 2323 Wt.15.6 17.7 19.8 23.8 25.3 26.2 28.7 30.9 34.4 36.4 36.5 41.1 42.2 47.5 48.0 51.2 54.2 54.4 54.7 55.2 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1466 1600 1674 1800 1900 2000 2100 2200 2232 2279 Ix 1328 1554 1764 2118 2356 2490 2756 2968 3180 3480 3480 3892 3984 4626 4626 4795 5212 5212 5212 5212 Pbrg 641 703 786 1024 1024 1024 1120 1177 1399 1399 1399 1620 1620 1834 1834 2048 2048 2048 2048 2048 Wt.14.3 17.1 18.0 20.8 22.8 26.3 27.3 28.5 30.4 33.2 37.2 37.6 39.1 42.4 43.5 45.8 49.7 50.0 55.2 55.7 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 1456 1748 1904 2245 2448 2874 3038 3239 3362 3623 4251 4251 4470 4755 4870 5356 5656 5656 6378 6378 Pbrg 537 641 641 786 871 1024 1024 1024 1120 1177 1399 1399 1399 1620 1620 1620 1834 1834 2048 2048 Total Uniformly Distributed Joist Load in Pounds per Linear Foot STANDARD WEIGHT TABLE FOR LOAD/LOAD LH-SERIES JOISTS Based on a 50 ksi Maximum Yield Strength 44 40 44 46 24 26 28 30 32 36 40 44 22 24 26 28 30 32 36 134 Joist Joist Span Depth LRFD 750 900 1050 1200 1350 1500 1650 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 (ft) (in)ASD 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Wt.20.0 24.4 27.7 31.2 37.3 40.3 43.7 46.5 52.4 55.8 62.7 66.1 66.6 80.0 80.1 81.1 90.1 98.2 98.5 99.3 w360 259 318 358 403 467 515 552 594 669 695 767 816 816 966 952 981 1052 1134 1166 1166 Ix 688 844 951 1069 1252 1367 1464 1576 1777 1844 2035 2166 2166 2527 2527 2587 2782 3096 3096 3096 Pbrg 871 1079 1269 1388 1733 1733 2008 2008 2273 2539 2879 2879 2879 3485 3485 3552 4310 4310 4310 4310 Wt.19.3 22.2 25.8 30.0 32.9 37.7 40.7 44.2 47.1 52.8 56.1 59.2 63.3 66.9 74.4 80.5 80.7 81.9 90.7 98.9 w360 294 340 397 453 501 566 613 657 707 797 828 863 915 974 1049 1155 1140 1174 1254 1359 Ix 781 902 1055 1217 1329 1490 1627 1743 1877 2117 2199 2290 2429 2587 2786 3024 3024 3094 3331 3709 Pbrg 832 930 1030 1212 1325 1655 1655 1917 1917 2171 2424 2424 2750 2750 3329 3329 3329 3392 4116 4116 Wt.17.1 21.5 24.7 28.2 31.7 36.9 38.1 41.1 44.4 47.3 50.6 53.4 59.5 63.6 67.3 67.5 74.9 81.1 81.3 82.5 w360 304 379 441 563 561 635 664 719 771 830 880 937 1015 1077 1147 1147 1236 1362 1345 1383 Ix 808 1005 1172 1823 1489 1715 1748 1909 2046 2204 2336 2486 2695 2859 3045 3045 3283 3568 3568 3647 Pbrg 657 889 985 1158 1267 1582 1582 1582 1833 1833 2075 2075 2318 2629 2629 2629 3182 3182 3182 3243 Wt.16.5 19.4 22.3 26.9 29.8 31.5 36.7 40.2 43.6 44.0 49.9 50.1 55.9 56.6 63.1 63.4 66.8 73.9 79.8 80.7 w360 334 403 460 535 615 650 736 818 876 894 1004 1021 1131 1131 1253 1253 1334 1448 1566 1587 Ix 897 1056 1221 1449 1653 1726 1988 2215 2374 2374 2711 2711 3003 3003 3325 3325 3542 3821 4157 4157 Pbrg 629 761 851 1108 1108 1212 1514 1514 1754 1754 1986 1986 2218 2218 2515 2515 2515 3045 3045 3045 Wt.15.6 19.4 21.6 24.7 28.0 31.4 32.6 37.2 40.6 43.9 44.3 50.2 50.4 56.3 56.5 59.7 63.7 66.8 74.2 74.3 w360 359 455 502 586 654 736 758 866 958 1027 1027 1173 1173 1301 1301 1357 1441 1536 1658 1658 Ix 955 1209 1332 1555 1756 1979 2013 2281 2544 2726 2726 3115 3115 3453 3453 3605 3826 4076 4402 4402 Pbrg 556 729 815 903 1062 1161 1220 1450 1450 1680 1680 1902 1902 2124 2124 2124 2409 2409 2916 2916 Wt.15.5 17.6 20.8 22.9 26.8 28.2 31.5 32.7 37.0 37.4 44.0 44.5 47.7 50.5 50.8 54.5 56.9 61.2 63.8 64.0 w360 436 507 603 672 786 838 933 968 1084 1119 1293 1320 1394 1509 1509 1601 1675 1743 1859 1859 Ix 1168 1362 1623 1781 2129 2251 2539 2584 2930 2930 3504 3504 3700 4005 4005 4163 4447 4704 4936 4936 Pbrg 581 641 786 871 1024 1024 1120 1177 1399 1399 1620 1620 1834 1834 1834 2048 2048 2323 2323 2323 Wt.15.8 19.3 23.5 24.3 27.3 29.5 30.7 34.1 36.1 39.6 41.1 44.9 47.7 51.1 51.2 54.3 54.4 58.4 61.1 61.5 w360 500 600 700 800 900 1000 1100 1168 1275 1344 1439 1535 1594 1759 1787 1940 1962 2078 2182 2182 Ix 1436 1764 2118 2228 2579 2797 2968 3180 3480 3689 3892 4185 4626 4795 4795 5212 5212 5493 5891 5891 Pbrg 641 786 1024 1024 1120 1177 1177 1399 1399 1620 1620 1834 1834 2048 2048 2048 2048 2323 2323 2323 Wt.15.8 17.3 20.4 22.3 25.6 26.7 29.3 30.5 34.9 36.8 37.2 41.4 42.0 48.3 48.4 52.3 52.5 55.0 55.4 55.6 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 1617 1829 2148 2448 2874 3038 3362 3414 3882 4251 4251 4755 4755 5656 5656 5868 5868 6378 6378 6378 Pbrg 641 641 786 871 1024 1024 1120 1177 1399 1399 1399 1620 1620 1834 1834 2048 2048 2048 2048 2048 Wt.17.3 21.8 22.7 24.8 26.4 30.8 31.9 36.2 36.5 41.5 45.4 45.9 46.4 47.5 48.2 54.6 55.6 62.5 62.7 65.4 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 1957 2410 2664 3021 3222 3819 4063 4589 4589 5112 5828 5828 5828 6178 6178 7398 7398 7844 7844 8620 Pbrg 786 1024 1024 1120 1177 1399 1399 1620 1620 1834 2048 2048 2048 2048 2048 2323 2323 2812 2812 2812 Wt.20.1 24.4 27.9 31.4 37.4 40.4 43.8 46.8 52.6 56.0 59.1 66.3 66.8 80.3 80.5 81.4 90.1 98.5 98.9 99.1 w360 272 334 376 423 491 542 580 625 705 733 777 862 862 1022 1007 1038 1109 1201 1235 1235 Ix 816 1002 1129 1271 1490 1627 1743 1877 2117 2199 2290 2587 2587 3024 3024 3094 3331 3709 3709 3709 Pbrg 840 1040 1223 1338 1671 1671 1936 1936 2192 2448 2448 2777 2777 3361 3361 3425 4156 4156 4156 4156 Wt.19.4 22.3 25.7 30.0 32.8 37.7 40.8 44.1 47.1 52.9 56.3 59.4 63.4 67.2 74.2 80.8 81.1 81.9 91.0 99.0 w360 304 352 411 469 519 587 636 682 734 826 861 898 952 1014 1093 1205 1188 1223 1310 1418 Ix 913 1055 1234 1427 1558 1748 1909 2046 2204 2486 2585 2695 2859 3045 3283 3568 3568 3647 3931 4378 Pbrg 804 898 995 1170 1280 1599 1599 1852 1852 2097 2341 2341 2656 2656 3215 3215 3215 3276 3975 3975 Wt.17.9 21.4 24.7 28.1 31.5 36.9 38.0 43.9 44.3 50.2 50.3 56.3 57.0 63.5 66.8 74.1 74.3 80.3 81.3 90.7 w360 320 387 452 510 585 651 680 774 809 888 921 1000 1014 1108 1180 1244 1307 1403 1385 1502 Ix 387 1162 1357 1532 1726 1988 2028 2374 2374 2711 2711 3003 3003 3325 3542 3821 3821 4157 4157 4582 Pbrg 610 860 953 1120 1225 1531 1531 1773 1773 2007 2007 2242 2242 2542 2542 3078 3078 3078 3078 3805 Wt.16.7 20.3 23.7 27.2 30.3 32.0 37.2 40.7 44.1 44.6 50.5 50.7 56.6 57.4 63.8 64.1 74.5 74.7 80.7 81.7 w360 342 421 481 547 623 659 760 847 908 908 1037 1037 1150 1150 1274 1274 1433 1467 1596 1596 Ix 1026 1265 1465 1661 1896 1979 2281 2544 2726 2726 3115 3115 3453 3453 3826 3826 4402 4402 4793 4793 Pbrg 609 737 913 1074 1074 1174 1467 1467 1699 1699 1923 1923 2148 2148 2436 2436 2949 2949 2949 2949 Wt.15.9 18.4 21.9 24.2 28.4 30.5 33.1 37.5 38.6 44.6 45.0 47.7 51.2 51.4 57.5 57.7 64.1 64.7 67.8 75.0 w360 406 474 559 625 741 800 856 959 1004 1143 1167 1258 1334 1334 1481 1481 1644 1644 1752 1955 Ix 1219 1422 1705 1876 2251 2432 2584 2930 2992 3504 3504 3777 4005 4005 4447 4447 4936 4936 5259 5687 Pbrg 537 641 786 871 1024 1024 1177 1399 1399 1620 1620 1620 1834 1834 2048 2048 2323 2323 2323 2812 Wt.15.2 17.8 19.5 23.3 26.5 27.7 30.3 33.1 36.6 38.1 42.0 44.9 48.4 50.9 51.7 54.9 57.8 61.8 63.1 64.7 w360 469 543 622 730 829 875 967 1069 1156 1219 1311 1459 1656 1668 1668 1715 1855 1929 1961 2061 Ix 1406 1629 1843 2220 2490 2655 2971 3227 3480 3659 3984 4381 5626 5009 5009 5212 5568 5891 5891 6187 Pbrg 537 641 703 871 1024 1024 1120 1177 1399 1399 1620 1620 1834 1834 1834 2048 2048 2323 2323 2323 Wt.16.3 19.6 21.4 24.8 25.8 28.8 30.3 34.6 36.6 39.9 41.2 45.3 47.7 51.3 51.5 54.6 54.7 55.3 61.4 62.8 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2125 2300 2362 Ix 1748 2055 2332 2717 2874 3362 3414 3882 4251 4507 4755 5116 5656 5868 5868 6378 6378 6378 7211 7211 Pbrg 641 786 871 1024 1024 1120 1177 1399 1399 1620 1620 1834 1834 2048 2048 2048 2048 2048 2323 2323 Wt.18.7 22.2 24.5 26.1 30.0 31.1 35.1 39.3 40.5 45.4 46.0 46.6 47.6 52.6 54.8 62.4 62.6 64.9 65.5 65.8 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 2122 2540 2871 3222 3583 3819 4254 4767 5112 5828 5828 5828 6178 6628 7398 7844 7844 8620 8620 8620 Pbrg 871 1024 1120 1177 1399 1399 1620 1834 1834 2048 2048 2048 2048 2323 2323 2812 2812 2812 2812 2812 STANDARD WEIGHT TABLE FOR LOAD/LOAD LH-SERIES JOISTS Based on a 50 ksi Maximum Yield Strength Total Uniformly Distributed Joist Load in Pounds per Linear Foot 50 26 28 30 32 36 40 44 48 48 24 26 28 40 44 48 30 32 36 135 Joist Joist Span Depth LRFD 750 900 1050 1200 1350 1500 1650 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 (ft) (in)ASD 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Wt.22.1 25.7 30.0 36.7 40.4 43.8 46.9 52.8 56.2 63.2 66.7 74.0 80.5 80.8 81.8 91.0 99.0 99.4 100.2 109.4 w360 267 312 360 425 482 516 555 626 651 719 766 830 896 908 938 997 1098 1098 1098 1187 Ix 902 1055 1217 1462 1627 1743 1877 2117 2199 2429 2587 2786 3024 3024 3094 3412 3709 3709 3709 4009 Pbrg 948 1050 1235 1687 1687 1954 1954 2212 2470 2802 2802 3392 3392 3392 3456 4193 4193 4193 4193 4977 Wt.20.3 24.6 28.1 31.6 37.1 40.8 44.3 47.2 53.1 56.6 59.7 63.7 67.5 74.6 81.2 82.1 90.9 91.8 99.6 100.0 w360 283 347 391 441 505 565 605 652 736 765 846 863 901 978 1057 1087 1164 1198 1296 1296 Ix 955 1172 1323 1489 1715 1909 2046 2204 2486 2585 2859 2859 3045 3283 3568 3647 3931 4024 4378 4378 Pbrg 811 1005 1181 1292 1614 1614 1869 1869 2117 2364 2681 2681 2681 3245 3245 3307 4013 4013 4013 4013 Wt.19.3 22.2 27.7 29.8 36.6 37.5 43.5 43.9 49.8 50.2 56.0 62.5 63.3 66.6 73.9 79.8 80.2 81.7 90.5 98.2 w360 313 361 444 483 572 604 688 719 789 818 889 967 984 1048 1132 1247 1230 1265 1355 1469 Ix 1056 1221 1532 1653 1988 2028 2374 2374 2711 2711 3003 3325 3325 3542 3821 4157 4157 4247 4582 5104 Pbrg 777 8696 1132 1132 1546 1546 1791 1791 2027 2027 2264 2568 2568 2568 3109 3109 3109 3168 3844 3844 Wt.18.0 21.5 24.6 28.0 31.6 36.8 40.4 44.0 46.8 50.0 50.5 56.4 59.1 63.6 66.9 73.9 80.2 80.5 81.4 90.9 w360 329 394 460 519 586 675 753 807 869 921 940 1022 1067 1132 1207 1303 1419 1419 1439 1564 Ix 1111 1332 1555 1756 1979 2281 2544 2726 2937 3115 3115 3453 3605 3826 4076 4402 4793 4793 4893 5283 Pbrg 679 833 923 1085 1187 1482 1482 1717 1717 1944 1944 2171 2171 2462 2462 2980 2980 2980 3037 3685 Wt.16.8 19.7 22.6 27.2 28.5 31.7 37.3 38.4 44.0 44.6 50.3 50.9 56.4 57.2 59.9 63.8 64.3 74.5 74.7 81.2 w360 388 458 530 618 666 752 852 892 1016 1037 1165 1186 1316 1316 1375 1461 1461 1645 1682 1858 Ix 1311 1547 1791 2129 2251 2539 2930 2992 3504 3504 4005 4005 4447 4447 4650 4936 4936 5687 5687 6202 Pbrg 581 703 786 1024 1024 1120 1399 1399 1620 1620 1834 1834 2048 2048 2048 2323 2323 2812 2812 2812 Wt.17.0 18.7 21.2 26.1 27.3 29.9 32.7 36.2 37.6 44.1 44.6 47.8 50.7 54.5 54.7 57.5 61.6 64.2 64.5 75.3 w360 453 522 598 723 777 854 938 1013 1083 1246 1297 1347 1483 1524 1575 1648 1744 1831 1831 2064 Ix 1564 1763 2021 2490 2655 2921 3227 3480 3659 4381 4381 4626 5009 5212 5212 5568 5891 6187 6187 7139 Pbrg 553 703 786 1024 1024 1120 1910 1399 1399 1620 1620 1834 1834 2048 2048 2048 2323 2323 2323 2812 Wt.17.3 21.0 23.9 25.6 28.5 29.9 34.3 39.3 39.7 44.2 45.3 50.7 51.3 53.7 54.4 58.5 61.2 61.4 69.7 71.1 w360 500 600 700 800 900 984 1100 1200 1290 1400 1474 1600 1700 1800 1865 1959 2099 2099 2242 2365 Ix 1892 2227 2582 2874 3191 3414 3882 4507 4507 4988 5116 5868 5868 6378 6378 6723 7211 7211 7731 8168 Pbrg 703 871 1024 1024 1177 1177 1399 1620 1620 1834 1834 2048 2048 2048 2048 2323 2323 2323 2812 2812 Wt.16.4 20.1 21.6 25.2 26.2 28.7 30.7 35.0 36.9 40.5 42.0 45.8 48.5 51.9 52.5 54.8 55.6 55.8 63.4 64.7 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 2008 2458 2791 3254 3444 3770 4093 4654 5099 5407 5704 6141 6790 7049 7049 7663 7663 7663 8666 8666 Pbrg 641 786 871 1024 1024 1120 1177 1399 1399 1620 1620 1834 1834 2048 2048 2048 2048 2048 2323 2323 Wt.22.1 25.8 30.1 36.8 40.5 43.9 47.0 50.3 56.2 63.0 66.8 73.9 80.3 81.0 81.9 91.1 99.2 99.4 99.8 109.6 w360 279 326 372 446 504 541 582 629 683 755 804 848 942 955 986 1049 1156 1140 1156 1251 Ix 1055 1234 1427 1715 1909 2046 2204 2336 2585 2859 3045 3283 3568 3568 3647 4024 4378 4378 4378 4735 Pbrg 915 1014 1192 1628 1628 1886 1886 2135 2385 2705 2705 3274 3274 3274 3337 4048 4048 4048 4048 4805 Wt.212 24.4 27.8 31.3 36.6 40.3 43.8 49.6 52.6 55.7 62.5 63.2 73.4 73.6 79.8 80.8 90.4 91.1 98.4 98.6 w360 302 358 405 456 523 585 627 704 763 793 878 896 987 1016 1098 1129 1210 1221 1348 1348 Ix 1162 1357 1532 1726 1988 2215 2374 2711 2886 3003 3325 3325 3821 3821 4157 4247 4582 4686 5104 5104 Pbrg 877 971 1142 1249 1560 1560 1807 2046 2046 2285 2592 2592 3138 3138 3138 3197 3879 3879 3879 3879 Wt.19.4 22.3 27.8 31.3 33.7 37.7 43.6 44.0 50.0 52.9 56.1 62.9 63.5 67.0 74.0 80.1 80.4 81.6 91.0 98.7 w360 319 369 459 516 603 615 705 737 823 876 912 992 1010 1077 1163 1266 1266 1324 1395 1544 Ix 1209 1399 1756 1979 2281 2328 2726 2726 3115 3315 3453 3826 3826 4076 4402 4793 4793 4893 5283 5887 Pbrg 752 841 1095 1198 1496 1496 1733 1733 1963 1963 2192 2486 2486 2486 3009 3009 3009 3066 3721 3721 Wt.18.0 21.6 24.7 28.1 31.5 36.9 37.9 40.9 44.4 50.3 50.5 56.3 56.5 63.5 63.8 67.3 74.3 80.3 81.1 81.4 w360 376 444 526 588 654 761 796 864 926 1040 1058 1160 1175 1281 1304 1389 1502 1605 1639 1658 Ix 1422 1705 1991 2251 2539 2930 2992 3269 3504 4005 4005 4447 4447 4936 4936 5259 5687 6202 6202 6202 Pbrg 641 786 871 1024 1120 1399 1399 1399 1620 1834 1834 2048 2048 2323 2323 2323 2812 2812 2812 2812 Wt.17.3 20.2 25.0 27.0 29.6 32.4 36.1 37.5 44.0 44.3 47.8 50.6 53.8 56.8 57.1 63.4 64.1 71.1 74.4 75.5 w360 426 510 604 687 762 837 904 966 1112 1157 1202 1323 1377 1471 1471 1634 1634 1754 1886 1896 Ix 1629 1931 2356 2655 2921 3227 3480 3659 4381 4381 4626 5009 5212 5568 5568 6187 6187 6660 7139 7139 Pbrg 641 786 1024 1024 1120 1177 1399 1399 1620 1620 1834 1834 2048 2048 2048 2323 2323 2812 2812 2812 Wt.16.7 19.2 21.5 26.6 27.7 30.6 33.3 36.9 38.4 42.7 45.1 48.7 49.0 55.1 55.3 58.2 63.3 63.6 72.6 72.9 w360 480 561 650 787 846 930 1022 1104 1181 1270 1415 1470 1494 1664 1685 1800 1905 1935 2111 2111 Ix 1838 2148 2463 3038 3239 3564 3941 4251 4470 4870 5356 5656 5656 6378 6378 6815 7211 7211 8168 8168 Pbrg 581 703 786 1024 1024 1120 1177 1399 1399 1620 1620 1834 1834 2048 2048 2048 2323 2323 2812 2812 Wt.18.1 21.4 24.2 25.8 28.3 30.2 34.7 36.7 39.9 41.4 45.5 51.3 51.6 52.3 54.7 59.2 59.4 63.0 71.1 72.5 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 2264 2664 3092 3444 3770 4093 4654 5099 5407 5704 6141 7049 7049 7049 7663 8079 8079 8666 9297 9832 Pbrg 703 871 1024 1024 1120 1177 1399 1399 1620 1620 1834 2048 2048 2048 2048 2323 2323 2323 2812 2812 Wt.21.5 22.9 25.8 30.2 31.1 35.3 39.5 43.6 45.6 46.2 47.6 51.5 52.6 61.6 62.6 62.8 65.7 65.8 67.3 79.9 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 2712 3141 3604 4230 4509 5024 5630 6200 6891 6891 7305 7618 7841 9285 9285 9285 10205 10205 10205 11890 Pbrg 1024 1024 1177 1399 1399 1620 1834 2048 2048 2048 2048 2323 2323 2812 2812 2812 2812 2812 2812 3477 STANDARD WEIGHT TABLE FOR LOAD/LOAD LH-SERIES JOISTS Based on a 50 ksi Maximum Yield Strength Total Uniformly Distributed Joist Load in Pounds per Linear Foot 54 28 30 36 40 44 48 52 32 52 26 28 30 40 44 32 36 48 136 Joist Joist Span Depth LRFD 750 900 1050 1200 1350 1500 1650 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 (ft) (in)ASD 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Wt.23.3 27.8 31.4 37.5 40.6 46.7 50.1 56.0 63.0 66.6 73.8 80.3 80.6 82.0 91.2 99.0 99.5 109 117.1 117.8 w360 273 313 352 417 452 522 553 612 688 721 782 856 844 870 979 1021 1037 1121 1221 1221 Ix 1116 1323 1489 1748 1909 2204 2336 2585 2859 3045 3283 3568 3568 3647 4024 4378 4378 4735 5157 5157 Pbrg 923 1202 1315 1642 1642 1902 2153 2405 2727 2727 3301 3301 3301 3364 4082 4082 4082 4844 4844 4844 Wt.22.1 27.7 31.2 36.6 40.3 43.8 46.7 52.5 55.9 62.9 66.7 73.8 79.8 80.2 81.4 91.2 98.7 98.9 99.3 109.1 w360 299 355 398 463 515 562 605 683 711 787 838 884 984 998 1029 1095 1208 1191 1208 1307 Ix 1221 1532 1726 1988 2215 2374 2557 2886 3003 3325 3542 3821 4157 4157 4247 4686 5104 5104 5104 5522 Pbrg 884 1152 1260 1574 1574 1823 1823 2064 2305 2614 2614 3165 3165 3165 3225 3913 3913 3913 3913 4644 Wt.21.4 24.7 30.0 31.8 37.8 40.9 44.2 50.1 53.1 56.4 63.2 67.1 67.4 80.1 80.7 81.6 90.6 99.0 99.3 99.6 w360 326 368 443 469 551 602 645 724 785 817 906 964 988 1135 1135 1187 1251 1394 1394 1394 Ix 1332 1555 1896 1979 2328 2544 2726 3115 3315 3453 3826 4076 4076 4793 4793 4893 5283 5887 5887 5887 Pbrg 849 940 1105 1209 1510 1510 1749 1980 1980 2212 2508 2508 2508 3036 3036 3094 3754 3754 3754 3754 Wt.19.6 22.7 27.3 28.5 32.9 37.4 41.1 44.6 50.2 50.7 56.6 56.9 63.9 64.2 74.6 74.9 80.8 81.9 91.4 91.7 w360 378 438 494 539 609 682 774 830 932 948 1039 1053 1169 1169 1346 1354 1469 1486 1620 1607 Ix 1547 1791 2129 2251 2584 2930 3269 3504 4005 4005 4447 4447 4936 4936 5687 5687 6202 6202 6839 6839 Pbrg 703 786 1024 1024 1177 1399 1399 1620 1834 1834 2048 2048 2323 2323 2812 2812 2812 2812 3477 3477 Wt.18.0 21.9 24.1 28.5 31.9 33.2 38.0 41.2 44.8 45.3 51.2 54.5 57.6 57.7 64.2 64.9 74.9 76.0 81.6 81.9 w360 401 495 553 657 732 769 866 948 1037 1037 1186 1219 1318 1318 1465 1465 1694 1700 1845 1867 Ix 1696 2124 2338 2807 3169 3227 3659 4086 4381 4381 5009 5212 5568 5568 6187 6187 7139 7139 7795 7795 Pbrg 641 786 871 1024 1120 1177 1399 1399 1620 1620 1834 2048 2048 2048 2323 2323 2812 2812 2812 2812 Wt.17.7 20.8 23.3 26.4 28.6 32.8 36.3 37.8 42.1 44.8 48.0 50.9 54.8 55.1 57.9 61.9 64.4 71.5 75.5 75.7 w360 465 549 632 718 811 916 990 1058 1139 1268 1317 1450 1509 1542 1613 1679 1795 1892 2072 2084 Ix 1984 2352 2706 3038 3425 3941 4251 4470 4870 5356 5656 6125 6378 6378 6815 7211 7582 8168 8757 8757 Pbrg 641 786 871 1024 1024 1177 1399 1399 1620 1620 1834 1834 2048 2048 2048 2323 2323 2812 2812 2812 Wt.19.3 23.4 24.8 28.6 29.8 34.3 39.4 39.7 44.2 45.5 50.8 51.6 53.9 58.4 58.7 61.4 69.7 70.9 72.5 72.6 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1883 2000 2100 2156 2276 2276 Ix 2458 2938 3254 3825 4093 4654 5407 5407 5985 6141 7049 7049 7663 8079 8079 8666 9297 9297 9832 9832 Pbrg 786 1024 1024 1177 1177 1399 1620 1620 1834 1834 2048 2048 2048 2323 2323 2323 2812 2812 2812 2812 Wt.18.4 21.8 24.9 26.5 28.8 30.8 35.1 37.0 40.7 42.2 45.8 48.6 52.6 53.0 55.2 56.0 61.4 64.6 71.7 71.9 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 2547 3141 3648 4065 4451 4834 5496 6025 6389 6740 7259 8028 8339 8339 9067 9067 9559 10254 11009 11009 Pbrg 703 871 1024 1024 1120 1177 1399 1399 1620 1620 1834 1834 2048 2048 2048 2048 2323 2323 2812 2812 Wt.21.9 24.6 26.0 30.3 34.5 35.5 39.8 44.8 45.8 46.1 47.7 52.1 52.9 62.6 62.7 62.9 65.6 67.4 68.9 80.2 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 3158 3752 4200 4930 5489 5858 6566 7233 8043 8043 8527 8893 9155 10849 10849 10849 11925 11925 11925 13897 Pbrg 1024 1120 1177 1399 1620 1620 1834 2048 2048 2048 2048 2323 2323 2812 2812 2812 2812 2812 2812 3477 Wt.23.1 27.8 31.3 37.4 40.3 46.5 49.9 55.8 62.3 66.1 73.7 79.7 80.3 81.1 90.5 98.5 98.8 99.1 116.5 116.8 w360 284 326 368 435 472 545 577 640 708 754 819 897 885 911 1026 1057 1087 1087 1281 1281 Ix 1292 1532 1726 2028 2215 2557 2711 3003 3325 3542 3821 4157 4157 4247 4686 5104 5104 5104 6016 6016 Pbrg 892 1161 1270 1587 1587 1838 2081 2324 2636 2636 3190 3190 3190 3251 3945 3945 3945 3945 4682 4682 Wt.22.2 27.8 31.4 36.7 40.4 43.8 46.9 52.6 56.1 63.0 66.4 73.9 80.0 80.5 81.5 90.8 98.9 99.1 99.4 108.8 w360 308 370 415 486 542 581 625 706 735 815 868 938 1021 1021 1067 1182 1254 1254 1253 1357 Ix 1399 1756 1979 2281 2544 2726 2937 3315 3453 3826 4076 4402 4793 4793 4893 5400 5887 5887 5887 6370 Pbrg 856 1115 1219 1523 1523 1764 1764 1997 2230 2530 2530 3062 3062 3062 3121 3786 3786 3786 3786 4494 Wt.19.6 23.8 28.2 31.6 36.9 40.6 44.1 47.0 50.4 56 56.6 63.7 63.9 74.1 74.6 80.6 82.3 91.1 91.3 99.1 w360 341 401 474 541 613 683 747 805 853 935 947 1052 1073 1218 1244 1377 1381 1432 1457 1579 Ix 1547 1876 2251 2539 2930 3269 3504 3777 4005 4447 4447 4936 4936 5687 5687 6202 6325 6839 6839 7624 Pbrg 707 875 1029 1126 1406 1406 1629 1629 1844 2060 2060 2336 2336 2828 2828 2828 2882 3497 3497 3497 Wt.19.2 21.9 27.1 28.5 32.0 37.4 38.5 44.5 45.1 50.6 54.1 57.2 57.5 63.9 67.5 74.6 74.9 81.4 81.7 91.1 w360 406 468 554 598 675 766 802 933 933 1067 1097 1186 1203 1318 1405 1529 1562 1680 1660 1799 Ix 1843 2124 2655 2807 3169 3659 3739 4381 4381 5009 5212 5568 5568 6187 6594 7139 7139 7795 7795 8598 Pbrg 703 786 1024 1024 1120 1399 1399 1620 1620 1834 2048 2048 2048 2323 2323 2812 2812 2812 2812 3477 Wt.18.6 22.2 26.0 27.3 30 32.9 37.5 41.7 44.3 47.8 50.6 53.9 57.1 57.7 61.7 64.3 71.5 75.4 75.7 81.1 w360 452 533 635 682 750 845 952 1024 1141 1185 1305 1342 1452 1452 1536 1615 1740 1875 1919 2062 Ix 2148 2568 3038 3239 3564 3941 4470 4870 5356 5656 6125 6378 6815 6815 7211 7582 8168 8757 8757 9572 Pbrg 703 871 1024 1024 1120 1177 1399 1620 1620 1834 1834 2048 2048 2048 2323 2323 2812 2812 2812 2812 Wt.23.1 24.0 26.9 28.8 34.1 39.1 39.6 43.9 48.0 50.8 51.3 53.8 58.5 58.7 68.4 68.5 71.1 71.6 75.4 75.8 w360 500 600 700 788 900 1000 1100 1200 1300 1400 1461 1600 1694 1694 1900 1908 2019 2048 2200 2257 Ix 2796 3092 3560 3825 4654 5407 5407 5985 6347 7049 7049 7663 8079 8079 9297 9297 9832 9832 10541 10541 Pbrg 1024 1024 1120 1177 1399 1620 1620 1834 2048 2048 2048 2048 2323 2323 2812 2812 2812 2812 2812 2812 Wt.19.4 23.9 25.2 28.2 30.4 34.6 36.5 40.1 44.5 45.7 51.3 51.6 52.6 55.1 59.6 63.3 71.1 71.4 72.6 72.9 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 2774 3466 3839 4451 4834 5496 6025 6389 7072 7259 8339 8339 8339 9067 9559 10254 11009 11009 11650 11650 Pbrg 786 1024 1024 1120 1177 1399 1399 1620 1834 1834 2048 2048 2048 2048 2323 2323 2812 2812 2812 2812 Wt.22.3 25.8 29.7 30.6 35.2 39.6 43.9 45.8 46.1 51.4 51.5 61.7 62.5 62.8 65.3 65.9 76.6 80.1 80.2 80.4 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 3310 3985 4660 4930 5858 6566 7233 8043 8043 8893 8893 10849 10849 10849 11925 11925 12804 13897 13897 13897 Pbrg 1024 1177 1399 1399 1620 1834 2048 2048 2048 2323 2323 2812 2812 2812 2812 2812 3477 3477 3477 3477 STANDARD WEIGHT TABLE FOR LOAD/LOAD LH-SERIES JOISTS Based on a 50 ksi Maximum Yield Strength 36 40 32 Total Uniformly Distributed Joist Load in Pounds per Linear Foot 56 56 58 44 48 52 30 32 56 28 30 36 44 40 48 52 137 Joist Joist Span Depth LRFD 750 900 1050 1200 1350 1500 1650 1800 1950 2100 2250 2400 2550 2700 2850 3000 3150 3300 3450 3600 (ft) (in)ASD 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Wt.24.4 29.7 36.4 40.0 46.2 49.6 52.6 58.6 66.1 73.6 79.7 80.0 89.7 97.8 98.7 98.9 108.3 116 116.9 117.3 w360 270 329 376 426 492 522 555 603 681 739 810 810 881 954 982 982 1061 1157 1157 1157 Ix 1357 1653 1988 2215 2557 2711 2886 3133 3542 3821 4157 4157 4582 5104 5104 5104 5522 6016 6016 6016 Pbrg 995 1170 1599 1599 1852 2097 2097 2341 2656 3215 3215 3215 3975 3975 3975 3975 4717 4717 4717 4717 Wt.23.1 27.8 31.4 37.5 40.6 46.6 49.9 55.8 62.7 66.4 73.9 80.0 80.3 81.6 90.8 99.0 99.3 99.6 116.3 117.2 w360 294 338 381 448 489 565 599 663 736 784 847 922 922 964 1067 1132 1132 1161 1336 1336 Ix 1480 1756 1979 2328 2544 2937 3115 3453 3826 4076 4402 4793 4793 4893 5400 5887 5887 5887 6942 6942 Pbrg 863 1124 1229 1535 1535 1778 2013 2248 2550 2550 3087 3087 3087 3145 3816 3816 3816 3816 4529 4529 Wt.21.6 24.7 29.8 35.4 37.7 43.8 44.2 50.1 55.9 56.5 63.1 66.9 73.9 80.1 80.4 81.5 90.9 98.8 99.0 100.0 w360 339 396 484 522 579 660 690 770 845 855 949 1012 1094 1208 1193 1224 1315 1425 1466 1466 Ix 1705 1991 2432 2786 2992 3504 3504 4005 4447 4447 4936 5259 5687 6202 6202 6325 6839 7624 7624 7624 Pbrg 797 883 1038 1418 1418 1643 1643 1860 2077 2077 2356 2356 2852 2852 2852 2907 3527 3527 3527 3527 Wt.19.7 23.8 28.1 31.6 37.1 38.1 44.1 44.6 50.5 51.1 56.6 59.8 63.9 67.0 74.5 80.3 81.4 82.3 91.1 91.7 w360 383 465 634 694 682 724 826 843 963 963 1071 1121 1190 1268 1374 1517 1499 1537 1653 1664 Ix 1926 2338 2807 3169 3659 3739 4381 4381 5009 5009 5568 5829 6187 6594 7139 7795 7795 7943 8598 8771 Pbrg 703 871 1024 1120 1399 1399 1620 1620 1834 1834 2048 2048 2323 2323 2812 2812 2812 2866 3477 3477 Wt.20.2 25.1 27.1 30.6 32.6 36.3 40.7 44.3 47.9 53.3 53.8 56.9 57.3 63.6 64.2 74.4 74.7 75.7 81.3 90.7 w360 441 536 610 685 744 815 910 1030 1070 1212 1212 1311 1311 1458 1458 1693 1685 1693 1841 1994 Ix 2352 2874 3239 3623 3941 4251 4755 5356 5656 6378 6378 6815 6815 7582 7582 8757 8757 8757 9572 10560 Pbrg 786 1024 1024 1177 1177 1399 1620 1620 1834 2048 2048 2048 2048 2323 2323 2812 2812 2812 2812 3477 Wt.18.3 21.4 26.3 27.8 30.6 36.5 37.0 41.6 45.0 48.3 49.0 55.1 55.2 61.9 63.3 64.7 72.7 75.8 76.0 76.4 w360 457 559 578 738 812 942 978 1091 1237 1285 1339 1456 1483 1639 1666 1754 1891 2038 2028 2036 Ix 2374 2948 3640 3881 4271 5099 5099 5704 6429 6790 6790 7663 7663 8666 8666 9119 9832 10541 10541 10541 Pbrg 641 786 1024 1024 1120 1399 1399 1620 1620 1834 1834 2048 2048 2323 2323 2323 2812 2812 2812 2812 Wt.21.0 24.3 27.3 29.1 33.5 37.9 39.9 44.5 48.6 51.0 51.5 52.4 58.6 58.9 68.5 70.1 71.5 72.7 72.8 75.8 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2241 2400 Ix 3000 3648 4202 4517 5157 5796 6389 7072 7508 8339 8339 8339 9559 9559 11009 11009 11650 11650 11650 12493 Pbrg 871 1024 1120 1177 1399 1620 1620 1834 2048 2048 2048 2048 2323 2323 2812 2812 2812 2812 2812 2812 Wt.20.0 24.6 26.0 28.1 30.6 35.2 37.2 40.7 45.3 46.2 51.8 52.9 53.2 56.0 60.1 61.7 71.8 72.1 73.4 73.8 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 3230 4038 4473 4898 5636 6409 7028 7453 8251 8472 9738 9738 9738 10589 11164 11164 12866 12866 13624 13624 Pbrg 786 1024 1024 1120 1177 1399 1399 1620 1834 1834 2048 2048 2048 2048 2323 2323 2812 2812 2812 2812 Wt.22.7 26.2 29.9 34.4 35.6 39.7 44.8 45.7 46.3 51.7 52.4 61.8 62.8 63.1 66.0 66.1 77.2 78.6 80.7 81.1 w360 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400 Ix 3813 4593 5373 6331 6756 7573 8347 9285 9285 10267 10267 12535 12535 12535 13780 13780 14797 14797 16061 16061 Pbrg 1024 1177 1399 1620 1620 1834 2048 2048 2048 2323 2323 2812 2812 2812 2812 2812 3477 3477 3477 3477 STANDARD WEIGHT TABLE FOR LOAD/LOAD LH-SERIES JOISTS Based on a 50 ksi Maximum Yield Strength Total Uniformly Distributed Joist Load in Pounds per Linear Foot 60 36 30 60 44 48 52 56 32 40 Notes: 138 139 American National Standard SJI-JG-2010 Adopted by the Steel Joist Institute November 4, 1985 Revised to May 18, 2010, Effective December 31, 2010 1000.1 SCOPE The Standard Specification for Joist Girders, hereafter referred to as the Specification, covers the design, manufacture, application, and handling and erection of Joist Girders in buildings or other structures, where other structures are defined as those structures designed, manufactured, and erected in a manner similar to buildings. Joist Girders shall be designed using Allowable Stress Design (ASD) or Load and Resistance Factor Design (LRFD) in accordance with this Specification. Joist Girders shall be erected in accordance with the Occupational Safety and Health Administration (OSHA), U.S. Department of Labor, Code of Federal Regulations 29CFR Part 1926 Safety Standards for Steel Erection, Section 1926.757 Open Web Steel Joists. This Specification includes Sections 1000 through 1005. 1000.2 DEFINITION The term "Joist Girders”, as used herein, refers to open web, load-carrying members utilizing hot-rolled or cold-formed steel, including cold-formed steel whose yield strength has been attained by cold working. Joist Girders are open web steel trusses used as primary framing members. They are designed as simple spans supporting concentrated loads for a floor or roof system. These concentrated loads are normally considered to act at the top chord panel points of the Joist Girders. Joist Girders have been standardized in depths from 20 inches (508 mm) through 120 inches (3048 mm), for spans from 20 feet (6096 mm) through 120 feet (36576 mm). The Joist Girder standard designation in ASD is determined by its nominal depth in inches (mm), the letter “G”, followed by the number of joist spaces, the letter “N”, and finally the load in kips (kN) at each panel point, and the letter “K”. The Joist Girder standard designation in LRFD is determined by its nominal depth in inches (mm), the letter “G”, followed by the number of joist spaces, the letter “N”, and finally the factored load in kips (kN) at each panel point, and the letter “F”. Joist Girders shall be designed in accordance with these specifications to support the loads defined by the specifying professional. Joist Girders are designed and manufactured as either simple framing members with underslung ends and bottom chord extensions or as part of an ordinary steel moment frame (OMF). When used as part of an OMF the specifying professional shall be responsible for carrying out all the required frame analyses (i.e. first-order and second-order), provide all the required load information and stiffness data to the joist manufacturer, and indicate the type of Joist Girder to column connections that are being designed on the contract documents. A pitch of the Joist Girder top chord up to 1/2 inch per foot (1:24) is allowed. The standard Joist Girder designation depth shall be the depth at mid-span. STANDARD SPECIFICATION FOR JOIST GIRDERS SECTION 1000. SCOPE AND DEFINITION 140 American National Standard SJI-JG-2010 1000.3 STRUCTURAL DESIGN DRAWINGS AND SPECIFICATIONS The design drawings and specifications shall meet the requirements in the Code of Standard Practice for Steel Joists and Joist Girders, except for deviations specifically identified in the design drawings and/or specifications. SECTION 1001. REFERENCED SPECIFICATIONS, CODES AND STANDARDS 1001.1 REFERENCES American Institute of Steel Construction, Inc. (AISC) ANSI/AISC 360-10 Specification for Structural Steel Buildings American Iron and Steel Institute (AISI) ANSI/AISI S100-2007 North American Specification for Design of Cold-Formed Steel Structural Members ANSI/AISI S100-07/S1-09, Supplement No. 1 to the North American Specification for the Design of Cold-Formed Steel Structural Members, 2007 Edition ANSI/AISI S100-07/S2-10, Supplement No. 2 to the North American Specification for the Design of Cold-Formed Steel Structural Members, 2007 Edition American Society of Testing and Materials, ASTM International (ASTM) ASTM A6/A6M-09, Standard Specification for General Requirements for Rolled Structural Steel Bars, Plates, Shapes, and Sheet Piling ASTM A36/A36M-08, Standard Specification for Carbon Structural Steel ASTM A242/242M-04 (2009), Standard Specification for High-Strength Low-Alloy Structural Steel ASTM A307-07b, Standard Specification for Carbon Steel Bolts and Studs, 60 000 PSI Tensile Strength ASTM A325/325M-09, Standard Specification for Structural Bolts, Steel, Heat Treated, 120/105 ksi [830 MPa] Minimum Tensile Strength ASTM A370-09ae1, Standard Test Methods and Definitions for Mechanical Testing of Steel Products ASTM A500/A500M-07, Standard Specification for Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes ASTM A529/A529M-05, Standard Specification for High-Strength Carbon-Manganese Steel of Structural Quality ASTM A572/A572M-07, Standard Specification for High-Strength Low-Alloy Columbium-Vanadium Structural Steel ASTM A588/A588M-05, Standard Specification for High-Strength Low-Alloy Structural Steel, up to 50 ksi [345 MPa] Minimum Yield Point, with Atmospheric Corrosion Resistance ASTM A606/A606M-09, Standard Specification for Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric Corrosion Resistance ASTM A992/A992M-06a, Standard Specification for Structural Steel Shapes 141 American National Standard SJI-JG-2010 ASTM A1008/A1008M-09, Standard Specification for Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy and High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardenable ASTM A1011/A1011M-09a, Standard Specification for Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High- Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra-High Strength American Welding Society (AWS) AWS A5.1/A5.1M-2004, Specification for Carbon Steel Electrodes for Shielded Metal Arc Welding AWS A5.5/A5.5M:2006, Specification for Low-Alloy Steel Electrodes for Shielded Metal Arc Welding AWS A5.17/A5.17M-97:R2007, Specification for Carbon Steel Electrodes and Fluxes for Submerged Arc Welding AWS A5.18/A5.18M:2005, Specification for Carbon Steel Electrodes and Rods for Gas Shielded Arc Welding AWS A5.20/A5.20M:2005, Specification for Carbon Steel Electrodes for Flux Cored Arc Welding AWS A5.23/A5.23M:2007, Specification for Low-Alloy Steel Electrodes and Fluxes for Submerged Arc Welding AWS A5.28/A5.28M:2005, Specification for Low-Alloy Steel Electrodes and Rods for Gas Shielded Arc Welding AWS A5.29/A5.29M:2005, Specification for Low Alloy Steel Electrodes for Flux Cored Arc Welding 1001.2 OTHER REFERENCES The following references are non-ANSI approved documents and as such, are provided solely as sources of commentary or additional information related to topics in this Specification: Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926 Safety Standards for Steel Erection; Final Rule, §1926.757 Open Web Steel Joists - January 18, 2001, Washington, D.C. American Society of Civil Engineers (ASCE) SEI/ASCE 7-10 Minimum Design Loads for Buildings and Other Structures Steel Joist Institute (SJI) SJI-COSP-2010, Code of Standard Practice for Steel Joists and Joist Girders Technical Digest No. 3 (2007), Structural Design of Steel Joist Roofs to Resist Ponding Loads Technical Digest No. 5 (1988), Vibration of Steel Joist-Concrete Slab Floors Technical Digest No. 6 (2011), Structural Design of Steel Joist Roofs to Resist Uplift Loads Technical Digest No. 8 (2008), Welding of Open Web Steel Joists and Joist Girders Technical Digest No. 9 (2008), Handling and Erection of Steel Joists and Joist Girders Technical Digest No. 10 (2003), Design of Fire Resistive Assemblies with Steel Joists Technical Digest No. 11 (2007), Design of Lateral Load Resisting Frames Using Steel Joists and Joist Girders Technical Digest No. 12 (2007), Evaluation and Modification of Open Web Steel Joists and Joist Girders Steel Structures Painting Council (SSPC) (2000), Steel Structures Painting Manual, Volume 2, Systems and Specifications, Paint Specification No. 15, Steel Joist Shop Primer, May 1, 1999, Pittsburgh, PA. 142 American National Standard SJI-JG-2010 1002.1 STEEL The steel used in the manufacture of Joist Girders shall conform to one of the following ASTM Specifications: x Carbon Structural Steel, ASTM A36/A36M. x High-Strength Low-Alloy Structural Steel, ASTM A242/A242M. x Cold-Formed Welded and Seamless Carbon Steel Structural Tubing in Rounds and Shapes, ASTM A500/A500M. x High-Strength Carbon-Manganese Steel of Structural Quality, ASTM A529/A529M. x High-Strength Low-Alloy Columbium-Vanadium Structural Steel, ASTM A572/A572M. x High-Strength Low-Alloy Structural Steel up to 50 ksi [345 MPa] Minimum Yield Point with Atmospheric Corrosion Resistance, ASTM A588/A588M. x Steel, Sheet and Strip, High-Strength, Low-Alloy, Hot-Rolled and Cold-Rolled, with Improved Atmospheric Corrosion Resistance, ASTM A606/A606M. x Structural Steel Shapes, ASTM A992/A992M. x Steel, Sheet, Cold-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, Solution Hardened, and Bake Hardenable, ASTM A1008/A1008M. x Steel, Sheet and Strip, Hot-Rolled, Carbon, Structural, High-Strength Low-Alloy, High-Strength Low-Alloy with Improved Formability, and Ultra High Strength, ASTM A1011/A1011M. or shall be of suitable quality ordered or produced to other than the listed specifications, provided that such material in the state used for final assembly and manufacture is weldable and is proved by tests performed by the producer or manufacturer to have the properties specified in Section 1002.2. 1002.2 MECHANICAL PROPERTIES Steel used for Joist Girders shall have a minimum yield strength determined in accordance with one of the procedures specified in this section, which is equal to the yield strength* assumed in the design. *The term "Yield Strength" as used herein shall designate the yield level of a material as determined by the applicable method outlined in paragraph 13.1 “Yield Point”, and in paragraph 13.2 “Yield Strength”, of ASTM A370, Standard Test Methods and Definitions for Mechanical Testing of Steel Products, or as specified in paragraph 1002.2 of this specification. Evidence that the steel furnished meets or exceeds the design yield strength shall, if requested, be provided in the form of an affidavit or by witnessed or certified test reports. For material used without consideration of increase in yield strength resulting from cold forming, the specimens shall be taken from as-rolled material. In the case of material, the mechanical properties of which conform to the requirements of one of the listed specifications, the test specimens and procedures shall conform to those of such specifications and to ASTM A370. SECTION 1002. MATERIALS 143 American National Standard SJI-JG-2010 In the case of material, the mechanical properties of which do not conform to the requirements of one of the listed specifications, the test specimens and procedures shall conform to the applicable requirements of ASTM A370, and the specimens shall exhibit a yield strength equal to or exceeding the design yield strength and an elongation of not less than (a) 20 percent in 2 inches (51 millimeters) for sheet and strip, or (b) 18 percent in 8 inches (203 millimeters) for plates, shapes and bars with adjustments for thickness for plates, shapes and bars as prescribed in ASTM A36/A36M, A242/A242M, A500/A500M, A529/A529M, A572/A572M, A588/A588M, A992/A992M whichever specification is applicable, on the basis of design yield strength. The number of tests shall be as prescribed in ASTM A6/A6M for plates, shapes, and bars; and ASTM A606/A606M, A1008/A1008M and A1011/A1011M for sheet and strip. If as-formed strength is utilized, the test reports shall show the results of tests performed on full section specimens in accordance with the provisions of the AISI North American Specifications for the Design of Cold-Formed Steel Structural Members. They shall also indicate compliance with these provisions and with the following additional requirements: a) The yield strength calculated from the test data shall equal or exceed the design yield strength. b) Where tension tests are made for acceptance and control purposes, the tensile strength shall be at least 8 percent greater than the yield strength of the section. c) Where compression tests are used for acceptance and control purposes, the specimen shall withstand a gross shortening of 2 percent of its original length without cracking. The length of the specimen shall be not greater than 20 times the least radius of gyration. d) If any test specimen fails to pass the requirements of the subparagraphs (a), (b), or (c) above, as applicable, two retests shall be made of specimens from the same lot. Failure of one of the retest specimens to meet such requirements shall be the cause for rejection of the lot represented by the specimens. 1002.3 WELDING ELECTRODES The following electrodes shall be used for arc welding: a) For connected members both having a specified minimum yield strength greater than 36 ksi (250 MPa). AWS A5.1: 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 b) For connected members both having a specified minimum yield strength of 36 ksi (250 MPa) or one having a specified minimum yield strength of 36 ksi (250 MPa), and the other having a specified minimum yield strength greater than 36 ksi (250 MPa). AWS A5.1: E60XX AWS A5.17: F6XX-EXXX, F6XX-ECXXX flux electrode combination AWS A5.20: E6XT-X, E6XT-XM AWS A5.29: E6XTX-X, E6XTX-XM or any of those listed in Section 102.3(a). Other welding methods, providing equivalent strength as demonstrated by tests, shall be permitted to be used. 144 American National Standard SJI-JG-2010 1002.4 PAINT The standard shop paint is intended to protect the steel for only a short period of exposure in ordinary atmospheric conditions and shall be considered an impermanent and provisional coating. When specified, the standard shop paint shall conform to one of the following: a) Steel Structures Painting Council Specification, SSPC No. 15. b) Or, shall be a shop paint which meets the minimum performance requirements of the above listed specification. 1003.1 METHOD Joist Girders shall be designed in accordance with these specifications as simply-supported primary load-carrying members. All loads shall be applied through steel joists, and placed along the Joist Girder top chord. Where any applicable design feature is not specifically covered herein, the design shall be in accordance with the following specifications: a) Where the steel used consists of hot-rolled shapes, bars or plates use the American Institute of Steel Construction, Specification for Structural Steel Buildings. b) For members which are cold-formed from sheet or strip steel, use the American Iron and Steel Institute, North American Specification for the Design of Cold-Formed Steel Structural Members. Design Basis: Joist Girder designs shall be in accordance with the provisions in this Standard Specification using Load and Resistance Factor Design (LRFD) or Allowable Strength Design (ASD) as specified by the specifying professional for the project. Loads, Forces and Load Combinations: The loads and forces used for the Joist Girder design shall be calculated by the specifying professional in accordance with the applicable building code and specified and provided on the contract drawings. The load combinations shall be specified by the specifying professional on the contract drawings in accordance with the applicable building code or, in the absence of a building code, the load combinations shall be those stipulated in SEI/ASCE 7. For LRFD designs, the load combinations in SEI/ASCE 7, Section 2.3 apply. For ASD designs, the load combinations in SEI/ASCE 7, Section 2.4 apply. 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 IFn where fu = required stress ksi (MPa) Fn = nominal stress ksi (MPa) I = resistance factor IFn = design stress SECTION 1003. DESIGN AND MANUFACTURE 145 American National Standard SJI-JG-2010 Design Using Allowable Strength Design (ASD) Joist Girders shall have their components so proportioned that the required stresses, f, shall not exceed Fn / : where f = required stress ksi (MPa) Fn = nominal stress ksi (MPa) : = safety factor Fn/: = allowable stress Stresses: For Chords: The calculation of design or allowable stress shall be based on a yield strength, Fy, of the material used in manufacturing equal to 50 ksi (345 MPa). For all other Joist Girder elements: The calculation of design or allowable stress shall be based on a yield strength, Fy, of the material used in manufacturing, but shall not be less than 36 ksi (250 MPa) or greater than 50 ksi (345 MPa). Note: Yield strengths greater than 50 ksi shall not be used for the design of any Joist Girder members. (a) Tension: It = 0.90 (LRFD), :t = 1.67 (ASD) Design Stress = 0.9Fy (LRFD) (1003.2-1) Allowable Stress = 0.6Fy (ASD) (1003.2-2) (b) Compression: Ic = 0.90 (LRFD), :c = 1.67 (ASD) Design Stress = 0.9Fcr (LRFD) (1003.2-3) Allowable Stress = 0.6Fcr (ASD) (1003.2-4) For members with yQFE71.4rd" y F QF cr F658.0QF e y »»» ¼ º ««« ¬ ª ¸¹ ·¨© § (1003.2-5) For members with yQFE4.71r!" ecrF877.0F (1003.2-6) Where Fe = Elastic buckling stress determined in accordance with Equation 1003.2-7 2 2 e r EF" S (1003.2-7) In the above equations, " is taken as the distance in inches (millimeters) between panel points for the chord members and the appropriate length for web members, and r is the corresponding least radius of gyration of the member or any component thereof. E is equal to 29,000 ksi (200,000 MPa). 146 American National Standard SJI-JG-2010 For hot-rolled sections and cold formed angles, Q is the full reduction factor for slender compression members as defined in the AISC Specification for Structural Steel Buildings, except that when the first primary compression web member is a crimped-end angle member, whether hot-rolled or cold formed. Q = [5.25/(w/t)] + t d 1.0 (1003.2-8) Where: w = angle leg length, inches t = angle leg thickness, inches or, Q = [5.25/(w/t)] + (t/25.4) d 1.0 (1003.2-9) Where: w = angle leg length, millimeters t = angle leg thickness, millimeters For all other cold-formed sections the method of calculating the nominal compression strength is given in the AISI, North American Specification for the Design of Cold-Formed Steel Structural Members. (c) Bending: Ib = 0.90 (LRFD), :b = 1.67 (ASD) Bending calculations are to be based on using the elastic section modulus. For chords and web members other than solid rounds: Fn = Fy Design Stress = Ib Fn = 0.9Fy (LRFD) (1003.2-10) Allowable Stress = Fn/:b = 0.6Fy (ASD) (1003.2-11) For web members of solid round cross section: Fn = 1.6 Fy Design Stress = Ib Fn = 1.45Fy (LRFD) (1003.2-12) Allowable Stress = Fn/:b = 0.95Fy (ASD) (1003.2-13) For bearing plates used in Joist Girder seats: Fn = 1.5 Fy Design Stress = Ib Fn = 1.35Fy (LRFD) (1003.2-14) Allowable Stress = Fn/:b = 0.90Fy (ASD) (1003.2-15) 147 American National Standard SJI-JG-2010 (d) Weld Strength: Shear at throat of fillet welds, flare bevel groove welds, partial joint penetration groove welds, and plug/slot welds: Nominal Shear Stress = Fnw = 0.6Fexx (1003.2-16) LRFD: Iw = 0.75 Design Shear Strength = IRn = IwFnw A = 0.45Fexx Aw (1003.2-17) ASD: :w = 2.0 Allowable Shear Strength = Rn/:w = FnwA/:w = 0.3Fexx Aw (1003.2-18) Made with E70 series electrodes or F7XX-EXXX flux-electrode combinations Fexx = 70 ksi (483 MPa) Made with E60 series electrodes or F6XX-EXXX flux-electrode combinations Fexx = 60 ksi (414 MPa) Aw = effective throat area, where: For fillet welds, Aw = effective throat area, (other design methods demonstrated to provide sufficient strength by testing may be used); For flare bevel groove welds, the effective weld area is based on a weld throat width, T, where T (inches) = 0.12D + 0.11 (1003.2-19) Where D = web diameter, inches or, T (mm) = 0.12D + 2.8 (1003.2-20) Where D = web diameter, mm For plug/slot welds, Aw = cross-sectional area of the hole or slot in the plane of the faying surface provided that the hole or slot meets the requirements of the American Institute of Steel Construction Specification for Structural Steel Buildings (and as described in SJI Technical Digest No. 8, “Welding of Open-Web Steel Joists and Joist Girders”). Strength of resistance welds and complete-joint-penetration groove or butt welds in tension or compression (only when the stress is normal to the weld axis) is equal to the base metal strength: It = Ic = 0.90 (LRFD) :t = :c = 1.67 (ASD) Design Stress = 0.9Fy (LRFD) (1003.2-21) Allowable Stress = 0.6Fy (ASD) (1003.2-22) 1003.3 MAXIMUM SLENDERNESS RATIOS The slenderness ratio r", where "is the length center-to-center of support points and r is the corresponding least radius of gyration, shall not exceed the following: Top chord interior panels............................................90 Top chord end panels...............................................120 Compression members other than top chord….......200 Tension members.....................................................240 148 American National Standard SJI-JG-2010 1003.4 MEMBERS (a) Chords The bottom chord shall be designed as an axially loaded tension member. The radius of gyration of the bottom chord about its vertical axis shall not be less than "/240 where " is the distance between lines of bracing. The top chord shall be designed as an axial loaded compression member. The radius of gyration of the top chord about the vertical axis shall not be less than Span/575. The top chord shall be considered as stayed laterally by the steel joists provided positive attachment is made. The outstanding part of the top chord member shall be designed such that the allowable reaction from a single joist is the lesser of: IPp and IPp (1.6 – fau/IQFy) (LRFD, I = 0.9) (1003.4-1) 0.6Pp and 0.6Pp(1.6 – fa/ҏ:QFy) (ASD, : = 0.6) (1003.4-2) Where: Fy = Specified minimum yield strength, ksi (MPa) Pp = Plastic failure mode = [(t2Fy)/[2(b-k)]][g+5.66(b-k)] Q = Form factor defined in Section 1003.2(b) b = width of the outstanding part of the top chord member, in. (mm) fau = Pu/A = Required compressive stress, ksi (MPa) fa = P/A = Required compressive stress, ksi (MPa) g = width of bearing seat, in. (mm) k = value from angle properties or similar dimension for other members t = thickness of the outstanding part of the top chord member, in. (mm) The top chord and bottom chord shall be designed such that at each joint: fvmod Ivfn (LRFD, I = 1.00) (1003.4-3) fvmod In/:v (ASD, : = 1.50) (1003.4-4) Where: fn = nominal shear stress = 0.6Fy, ksi (MPa) ft = axial stress = P/A, ksi (MPa) fv = shear stress = V/bt, ksi (MPa) fvmod = modified shear stress = 2/12 v 2 t21 f4f b = length of vertical part(s) of cross section, in. (mm) t = thickness of vertical part(s) of cross section, in. (mm) It is not necessary to design the top chord and bottom chord for the modified shear stress when a round bar web member is continuous through a joint. The minimum required shear of 25 percent of the end reaction is not required when evaluating Equation 1003.4-3 or 1003.4-4. 149 American National Standard SJI-JG-2010 (b) Web The vertical shears to be used in the design of the web members shall be determined from full loading, but such vertical shear shall be not less than 25 percent of the end reaction. Interior vertical web members used in modified Warren type web systems that do not support the direct loads through steel joists shall be designed to resist an axial load of 2 percent of the top chord axial force. Tension members shall be designed to resist at least 25 percent of their axial force in compression. (c) Joist Girder Extensions Joist Girder extensions are defined as one of three types, top chord extensions (TCX), extended ends, or full depth cantilevers. Joist Girder extensions shall be designed based on the following: (1) A loading diagram shall be provided for the Joist Girder extension. The diagram shall include the magnitude and location of the loads to be supported, as well as the appropriate load combinations. Any deflection requirements or limits due to the accompanying loads and load combinations on the Joist Girder extension shall be provided by the specifying professional. Unless otherwise specified, the joist manufacturer shall check the extension for the specified deflection limit under live load acting simultaneously on both the Joist Girder base span and the extension. The joist manufacturer shall consider the effects of Joist Girder extension loading on the base span of the Joist Girder. This includes carrying the design bending moment due to the loading on the extension into the top chord end panel(s), and the effect on the overall Joist Girder chord and web axial forces. Bracing of Joist Girder extensions shall be clearly indicated on the structural drawings. (d) Fillers and Ties In compression members composed of two components, (when fillers, ties or welds are used) they shall be spaced so the "/r ratio for each component does not exceed the "/r ratio of the member as a whole. In tension members composed of two components (when fillers, ties or welds are used), they shall be spaced so that the "/r ratio of each component does not exceed 240. The least radius of gyration shall be used in computing the "/r ratio of a component. 1003.5 CONNECTIONS (a) Methods Joist connections and splices shall be made by attaching the members to one another by arc or resistance welding or other accredited methods. (1) Welded Connections a) Selected welds shall be inspected visually by the manufacturer. Prior to this inspection, weld slag shall be removed. b) Cracks are not acceptable and shall be repaired. c) Thorough fusion shall exist between weld and base metal for the required design length of the weld; such fusion shall be verified by visual inspection. d) Unfilled weld craters shall not be included in the design length of the weld. e) Undercut shall not exceed 1/16 inch (2 mm) for welds oriented parallel to the principal stress. 150 American National Standard SJI-JG-2010 f) The sum of surface (piping) porosity diameters shall not exceed 1/16 inch (2 mm) in any 1 inch (25 mm) of design weld length. g) Weld spatter that does not interfere with paint coverage is acceptable. (2) Welded Connections for Crimped-End Angle Web Members The connection of each end of a crimped angle web member to each side of the chord shall consist of a weld group made of more than a single line of weld. The design weld length shall include, at minimum, an end return of two times the nominal weld size. (3) Welding Program Manufacturers shall have a program for establishing weld procedures and operator qualification, and weld sampling and testing. (See Technical Digest 8, “Welding of Open Web Steel Joists and Joist Girders”). (4) Weld Inspection by Outside Agencies (See Section 1004.10 of this specification). The agency shall arrange for visual inspection to determine that welds meet the acceptance standards of Section 1003.5(a)(1). Ultrasonic, X-Ray, and magnetic particle testing are inappropriate for joists due to the configurations of the components and welds. (b) Strength (1) Joint Connections - Joint connections shall develop the maximum force due to any of the design loads, but not less than 50 percent of the strength of the member in tension or compression, whichever force is the controlling factor in the selection of the member. (2) Shop Splices – Shop splices shall be permitted to occur at any point in chord or web members. Splices shall be designed for the member force, but not less than 50 percent of the member strength. All component parts comprising the cross section of the chord or web member (including reinforcing plates, rods, etc.) at the point of the splice, shall develop an ultimate tensile force of at least 1.2 times the product of the yield strength and the full design area of the chord or web. The “full design area” is the minimum required area such that the required stress shall be less than the design (LRFD) or allowable (ASD) stress. (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. (d) Eccentricity Members connected at a joint shall have their center of gravity lines meet at a point, if practical. Eccentricity on either side of the neutral axis of chord members shall be permitted to be neglected when it does not exceed the distance between the centroid and the back of the chord. Otherwise, provision shall be made for the stresses due to eccentricity. Ends of Joist Girders shall be proportioned to resist bending produced by eccentricity at the support. In those cases where a single angle compression member is attached to the outside of the stem of a tee or double angle chord, due consideration shall be given to eccentricity. 151 American National Standard SJI-JG-2010 1003.6 CAMBER Joist Girders shall have approximate cambers in accordance with the following: TABLE 1003.6-1 Top Chord Length Approximate Camber 20'-0Ǝ (6096 mm) 1/4Ǝ (6 mm) 30'-0Ǝ (9144 mm) 3/8Ǝ (10 mm) 40'-0Ǝ (12192 mm) 5/8Ǝ (16 mm) 50'-0Ǝ (15240 mm) 1Ǝ (25 mm) 60'-0Ǝ (18288 mm) 1 1/2Ǝ (38 mm) 70'-0Ǝ (21336 mm) 2Ǝ (51 mm) 80'-0Ǝ (24384 mm) 2 3/4Ǝ (70 mm) 90'-0Ǝ (27432 mm) 3 1/2Ǝ (89 mm) 100'-0Ǝ (30480 mm) 4 1/4“ (108 mm) For Joist Girder lengths exceeding 100’-0” a camber equal to Span/300 shall be used. The specifying professional shall give consideration to coordinating Joist Girder camber with adjacent framing. 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. Design data shall be submitted in detail and in the format specified by the Institute. (b) In-Plant Inspections Each manufacturer shall verify his ability to manufacture Joist Girders through periodic In-Plant Inspections. Inspections shall be performed by an independent agency approved by the Steel Joist Institute. The frequency, manner of inspection, and manner of reporting shall be determined by the Steel Joist Institute. The plant inspections are not a guarantee of the quality of any specific joists; this responsibility lies fully and solely with the individual manufacturer. 152 American National Standard SJI-JG-2010 1004.1 USAGE This specification shall apply to any type of structure where steel joists are to be supported directly by Joist Girders installed as hereinafter specified. Where Joist Girders are used other than on simple spans under equal concentrated gravity loading, as prescribed in Section 1003.1, they shall be investigated and modified when necessary to limit the unit stresses to those listed in Section 1003.2. The magnitude and location of all loads and forces, other than equal concentrated gravity loading, shall be provided on the structural drawings. The specifying professional shall design the supporting structure, including the design of columns, connections, and moment plates*. This design shall account for the stresses caused by lateral forces and the stresses due to connecting the bottom chord to the column or other structural support. The designed detail of a rigid type connection and moment plates shall be shown on the structural drawings by the specifying professional. The moment plates shall be furnished by other than the joist manufacturer. *For further reference, refer to Steel Joist Institute Technical Digest 11, “Design of Lateral Load Resisting Frames Using Steel Joists and Joist Girders.” 1004.2 SPAN The span of a Joist Girder shall not exceed 24 times its depth. 1004.3 DEPTH Joist Girders may have either parallel chords or a top chord pitch of up to 1/2 inch per foot (1:24). The nominal depth of a Joist Girder shall be the depth at mid-span. 1004.4 END SUPPORTS (a) Masonry and Concrete A Joist Girder end supported by masonry or concrete shall bear on steel bearing plates and shall be designed as steel bearing. Due consideration of the end reactions and all other vertical or lateral forces shall be taken by the specifying professional in the design of the steel bearing plate and the masonry or concrete. The ends of Joist Girders shall extend a distance of not less than 6 inches (152 millimeters) over the masonry or concrete support and be anchored to the steel bearing plate. The plate shall be located not more than 1/2 inch (13 millimeters) from the face of the wall and shall be not less than 9 inches (229 millimeters) wide perpendicular to the length of the girder. The plate is to be designed by the specifying professional and shall be furnished by other than the joist manufacturer. Where it is deemed necessary to bear less than 6 inches (152 millimeters) over the masonry or concrete support, special consideration is to be given to the design of the steel bearing plate and the masonry or concrete by the specifying professional. The girders shall bear a minimum of 4 inches (102 millimeters) on the steel bearing plate. (b) Steel Due consideration of the end reactions and all other vertical and lateral forces shall be taken by the specifying professional in the design of the steel support. The ends of Joist Girders shall extend a distance of not less than 4 inches (102 millimeters) over the steel supports and shall have positive attachment to the support, either by bolting or welding. SECTION 1004. APPLICATION 153 American National Standard SJI-JG-2010 1004.5 BRACING Joist Girders shall be proportioned such that they can be erected without bridging (See Section 1004.9 for bracing required for uplift forces). Therefore, the following requirements shall be met: a) The ends of the bottom chord are restrained from lateral movement to brace the girder from overturning. For Joist Girders at columns in steel frames, restraint shall be provided by a stabilizer plate on the column. b) No other loads shall be placed on the Joist Girder until the steel joists bearing on the girder are in place and welded to the girder. 1004.6 BEARING SEAT ATTACHMENTS (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 millmeters) ASTM - A307 bolts (minimum), or the equivalent. (b) Steel Ends of Joist Girders resting on steel supports shall be attached thereto with a minimum of two 1/4 inch (6 millimeters) fillet welds 2 inches (51 millimeters) long, or with two 3/4 inch (19 millimeters) ASTM - A307 bolts, or the equivalent. In steel frames, bearing seats for Joist Girders shall be fabricated to allow for field bolting. (c) Uplift Where uplift forces are a design consideration, roof Joist Girders shall be anchored to resist such forces (Refer to Section 1004.9). 1004.7 DEFLECTION The deflections due to the design live load shall not exceed the following: Floors: 1/360 of span. Roofs: 1/360 of span where a plaster ceiling is attached or suspended. 1/240 of span for all other cases. The specifying professional shall give consideration to the effects of deflection and vibration* in the selection of Joist Girders. *For further reference, refer to Steel Joist Institute Technical Digest 5, “Vibration of Steel Joist-Concrete Slab Floors" and the Institute's Computer Vibration Program. 1004.8 PONDING 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 Specification for Structural Steel Buildings. 154 American National Standard SJI-JG-2010 1004.9 UPLIFT Where uplift forces due to wind are a design requirement, these forces shall be indicated on the contract drawings in terms of NET uplift in pounds per square foot (Pascals). The contract drawings shall indicate if the net uplift is based on ASD or LRFD. When these forces are specified, they shall be considered in the design of Joist Girders and/or bracing. If the ends of the bottom chord are not strutted, bracing shall be provided near the first bottom chord panel points whenever uplift due to wind forces is a design consideration. *For further reference, refer to Steel Joist Institute Technical Digest 6, “Structural Design of Steel Joist Roofs to Resist Uplift Loads.” 1004.10 INSPECTION Joist Girders shall be inspected by the manufacturer before shipment to verify compliance of materials and workmanship with the requirements of this specification. If the purchaser wishes an inspection of the Joist Girders by someone other than the manufacturer's own inspectors, they may reserve the right to do so in their "Invitation to Bid" or the accompanying "Job Specifications". Arrangements shall be made with the manufacturer for such inspection of the Joist Girders at the manufacturing shop by the purchaser's inspectors at purchaser's expense. Particular attention shall be paid to the erection of Joist Girders. Care shall be exercised at all times to avoid damage through careless handling during unloading, storing and erecting. Dropping of Joist Girders shall not be permitted. In steel framing, where Joist Girders are utilized at column lines, the Joist Girder shall be field-bolted at the column. Before hoisting cables are released and before an employee is allowed on the Joist Girder the following conditions shall be met: a) The seat at each end of the Joist Girder is attached in accordance with Section 1004.6. When a bolted seat connection is used for erection purposes, as a minimum, the bolts shall be snug tightened. The snug tight condition is defined as the tightness that exists when all plies of a joint are in firm contact. This shall be attained by a few impacts of an impact wrench or the full effort of an employee using an ordinary spud wrench. b) Where stabilizer plates are required the Joist Girder bottom chord shall engage the stabilizer plate. During the construction period, the contractor shall provide means for the adequate distribution of loads so that the carrying capacity of any Joist Girder is not exceeded. Joist Girders shall not be used as anchorage points for a fall arrest system unless written direction to do so is obtained 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 members whose yield strength has been attained by cold working and whose as-formed strength is used in the design, shall not exceed 50 percent of the overall developed width of the cold-formed section. *For a thorough coverage of this topic, refer to SJI Technical Digest 9, "Handling and Erection of Steel Joists and Joist Girders." (1) See Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926 Safety Standards for Steel Erection; Final Rule, §1926.757 Open Web Steel Joists - January 18, 2001, Washington, D.C. for definition of “qualified person”. SECTION 1005. HANDLING AND ERECTION* 155 Based on a 50 ksi Maximum Yield Strength GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 36.0 42.0 48.0 54.0 60.0 66.0 72.0 78.0 84.0 20 16 19 19 19 19 20 24 24 25 30 37 41 46 50 56 62 70 75 2N@ 24 16 19 19 19 19 20 21 21 25 28 32 36 41 42 49 52 53 66 10.0028161919191920202123262832394042464849 20 15 15 19 19 20 23 24 27 31 36 44 48 54 74 75 81 84 89 3N@ 24 15 16 16 16 19 20 23 26 27 33 36 45 47 53 56 68 79 82 6.67 28 15 16 16 16 17 20 24 24 26 31 36 44 46 49 53 57 68 80 20 15 15 19 21 25 29 33 38 41 50 57 65 71 88 97 100 107 120 4N@ 24 15 16 17 20 23 26 29 32 35 44 50 55 62 71 85 90 100 102 5.00 28 16 16 17 19 22 25 28 30 34 39 49 50 59 63 72 86 91 91 20 15 17 21 26 31 36 39 48 51 62 71 82 99 99 109 120 141 142 5N@ 24 16 16 20 23 26 30 35 39 43 53 60 68 80 91 101 103 110 120 4.00 28 16 16 18 22 27 28 33 37 39 48 55 64 68 77 93 95 107 111 20 16 19 25 29 36 41 50 57 58 72 82 99 107 118 138 141 6N@ 24 16 18 22 28 31 37 43 46 53 61 70 85 102 102 111 123 144 147 3.33 28 17 18 22 26 30 33 40 42 47 58 68 76 83 96 109 112 119 130 20 19 25 32 41 51 58 65 72 82 99 118 139 142 8N@ 24 17 22 29 36 42 50 54 61 69 86 103 107 128 149 153 2.50 28 18 22 29 34 40 47 54 61 67 76 88 107 112 124 135 155 166 20 21 21 21 22 22 23 24 24 25 34 39 43 49 55 62 69 76 78 2N@ 24 18 21 21 22 22 22 23 24 24 30 33 41 41 45 51 55 61 73 11.00281821212122222223243730334142464851 58 20 15 18 18 19 22 24 26 29 33 42 45 53 68 70 76 84 88 94 3N@ 24 15 15 19 19 20 23 24 26 30 35 40 45 48 55 61 74 81 84 7.33 28 15 16 16 16 19 20 23 24 27 32 36 45 47 52 54 59 74 82 20 15 16 19 23 26 30 36 39 44 55 62 71 82 95 96 106 119 134 4N@ 24 15 15 17 20 25 27 29 34 38 48 52 58 71 79 89 98 101 107 5.50 28 16 16 16 19 22 25 28 32 35 40 49 54 60 72 79 87 90 97 20 15 17 24 27 34 38 42 49 55 65 75 96 98 111 126 137 5N@ 24 16 16 20 24 28 33 38 40 48 56 62 73 85 100 101 110 116 133 4.40 28 16 16 18 22 26 30 32 38 41 51 57 65 73 86 92 102 105 111 20 16 21 27 33 39 49 56 57 65 79 97 106 118 137 6N@ 24 16 19 23 28 32 39 45 51 58 66 82 98 101 109 120 142 144 3.67 28 16 18 22 26 30 34 39 44 50 61 70 76 89 102 104 113 127 148 20 19 27 36 43 56 64 71 80 96 106 135 138 8N@ 24 18 24 31 38 46 53 60 68 75 101 105 125 145 149 2.75 28 18 22 28 34 40 47 54 62 69 79 87 106 118 131 152 164 20 18 18 19 22 26 27 30 37 41 49 59 66 70 76 86 89 97 102 24 15 18 19 20 22 25 26 28 32 39 43 51 59 67 71 81 84 89 3N@ 28 15 15 19 19 20 23 24 27 29 34 39 45 47 55 59 67 81 82 8.33 32 15 16 16 16 20 21 23 24 27 32 36 44 46 52 54 58 74 81 36 16 16 16 17 17 20 24 24 26 32 36 40 45 48 53 54 68 79 20 15 18 20 25 29 35 39 42 49 55 70 78 93 99 109 119 134 135 24 15 16 19 21 26 29 33 37 40 50 57 64 72 88 97 100 106 120 4N@ 28 15 15 17 20 24 25 29 34 37 43 51 58 66 72 89 90 101 102 6.25 32 16 16 17 19 21 25 28 32 35 40 49 54 60 69 79 86 91 96 36 16 16 17 19 21 26 26 29 34 38 49 50 56 63 73 85 88 92 20 15 18 25 31 38 43 51 55 58 73 93 100 109 125 134 24 15 17 23 26 32 36 42 47 53 61 75 81 98 102 112 129 140 5N@ 28 16 16 20 24 28 31 37 41 47 56 62 72 79 93 101 106 117 125 5.00 32 16 16 19 23 26 30 33 38 41 51 57 65 73 83 93 102 105 111 36 16 17 18 22 26 28 31 36 39 48 54 64 69 75 88 96 101 108 20 16 24 29 38 45 55 58 69 78 94 104 116 134 24 16 20 25 31 37 44 50 56 64 75 97 99 107 118 138 6N@ 28 16 18 23 28 32 38 44 51 55 67 73 87 101 104 120 134 143 145 4.17 32 16 18 22 26 30 34 39 44 50 61 69 77 89 102 105 113 127 148 36 16 18 24 25 30 36 39 43 49 58 67 74 84 98 108 116 117 129 20 21 29 39 48 58 70 78 94 99 115 134 24 19 26 33 41 50 57 65 75 81 99 118 138 8N@ 28 18 23 30 38 44 53 60 67 75 86 103 116 127 147 3.12 32 18 24 28 34 39 47 54 65 71 78 87 105 117 129 152 154 36 18 22 29 34 40 46 52 61 63 76 87 101 114 121 136 148 166 167 20 26 38 49 63 78 94 100 115 134 24 23 33 42 54 65 75 89 99 104 130 10N@ 28 21 30 38 48 56 64 74 84 101 109 134 147 2.50 32 21 28 36 43 52 62 69 76 87 107 118 130 153 36 22 28 37 44 52 64 71 77 85 100 116 130 151 157 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH PANEL POINT -- KIPS 20 FOR JOIST GIRDERS DESIGN GUIDE LRFD WEIGHT TABLE 22 25 156 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 36.0 42.0 48.0 54.0 60.0 66.0 72.0 78.0 84.0 24 18 18 19 22 24 27 29 36 39 43 53 62 70 71 78 85 89 98 3N@ 28 18 18 19 20 22 25 26 28 31 39 43 46 55 61 66 76 83 86 9.33 32 15 18 19 19 21 23 24 27 28 34 39 45 48 53 58 66 80 81 24 15 16 20 24 27 32 38 40 48 55 62 71 82 95 104 106 120 135 4N@ 28 15 15 18 21 25 28 32 36 39 49 56 64 71 79 96 97 106 107 7.00 32 15 15 17 20 23 25 29 33 37 43 50 58 62 70 85 90 99 102 24 15 18 24 29 34 39 46 52 58 66 78 96 102 111 126 136 5N@ 28 15 17 21 26 30 35 39 46 50 61 68 77 90 99 107 114 130 142 5.60 32 16 17 20 24 27 32 37 41 44 56 62 70 80 93 102 107 112 119 24 16 21 28 35 41 49 55 63 70 79 96 106 134 137 6N@ 28 15 20 24 30 36 42 50 54 58 71 82 99 107 118 138 142 4.67 32 16 19 23 28 32 37 43 49 53 64 74 84 101 102 111 123 144 146 24 18 24 32 41 49 56 64 74 79 96 110 135 7N@ 28 17 22 27 35 43 51 57 62 69 82 99 108 129 140 4.00 32 16 21 27 31 38 44 52 55 63 74 85 102 108 123 143 146 24 20 28 37 48 55 64 74 79 95 105 134 8N@ 28 18 25 32 39 50 58 65 72 81 99 108 129 141 3.50 32 17 24 29 38 43 53 60 64 70 86 103 113 127 147 149 24 24 36 46 57 70 79 96 102 117 137 10N@ 28 23 30 41 50 60 69 82 99 100 120 141 2.80 32 21 30 38 46 55 66 71 80 93 109 126 147 24 18 18 21 24 27 31 35 38 40 48 58 66 71 80 92 98 117 119 3N@ 28 18 18 19 22 25 27 30 35 37 42 49 56 63 70 79 82 93 99 10.00321818192022 26 28 31 32 39 46 51 57 64 71 73 83 84 36 16 19 19 19 21 23 26 28 31 35 39 46 52 57 64 65 73 75 24 16 18 23 29 33 37 42 49 53 64 76 85 101 104 126 127 149 150 4N@ 28 15 16 21 25 30 33 37 42 45 53 61 73 81 86 103 104 126 128 7.50 32 15 16 18 22 26 30 34 37 43 51 55 62 70 77 87 103 105 116 36 16 16 17 22 24 27 31 34 36 46 52 59 64 74 78 88 91 105 24 15 19 25 30 37 43 51 55 58 73 86 96 109 125 134 5N@ 28 15 17 23 27 32 37 44 47 53 61 75 88 97 102 112 128 138 6.00 32 16 17 21 24 29 35 39 43 48 56 63 77 90 100 101 107 117 133 36 16 17 20 24 27 31 36 40 43 51 60 70 80 86 94 103 110 118 24 16 24 29 37 45 52 58 66 73 94 104 116 134 6N@ 28 16 20 27 32 38 44 50 57 65 75 97 99 107 137 140 5.00 32 16 19 24 29 34 40 45 51 58 65 82 98 100 109 121 142 144 36 16 18 23 26 31 37 41 46 52 61 70 84 101 102 111 123 126 148 24 21 32 40 51 63 73 83 99 111 124 146 8N@ 28 20 30 37 44 53 61 73 80 86 114 126 149 3.75 32 18 26 34 42 49 55 63 71 79 104 117 130 154 161 36 17 23 32 39 46 54 61 69 76 89 108 121 134 154 169 24 25 38 51 66 78 99 111 123 134 10N@ 28 24 36 47 57 69 80 94 113 116 138 3.00 32 22 31 39 52 58 74 82 95 105 129 142 36 22 30 39 48 54 68 79 84 91 119 132 151 24 18 19 21 26 27 34 38 40 42 54 61 70 75 84 88 102 102 113 3N@ 28 16 17 18 24 26 28 31 34 37 43 55 60 69 70 76 85 89 93 10.67 32 17 17 18 21 25 26 28 32 34 39 44 54 61 62 67 77 80 86 36 15 17 19 20 23 25 26 28 30 38 40 45 51 53 58 67 81 77 24 18 19 23 26 32 37 40 47 55 61 72 86 94 103 114 133 134 4N@ 28 15 18 20 24 28 32 37 40 45 55 62 70 78 94 96 105 121 135 8.00 32 15 15 20 22 25 29 32 36 39 49 56 64 71 83 82 97 102 107 36 15 16 17 21 24 26 30 34 36 43 50 58 65 70 85 90 99 102 24 15 20 27 33 39 44 51 57 65 77 93 100 123 133 5N@ 28 15 18 24 28 34 39 46 52 58 66 74 96 101 110 126 137 6.40 32 15 17 22 26 32 35 41 46 53 61 68 77 90 99 105 114 130 142 36 16 17 21 24 27 33 37 42 47 56 62 70 79 93 102 106 117 120 24 17 24 31 39 47 55 61 69 76 94 103 133 134 6N@ 28 16 21 27 35 40 48 55 60 67 79 96 105 117 137 5.33 32 16 20 25 30 36 42 50 54 58 71 82 99 103 118 139 142 36 16 19 24 28 34 38 44 49 55 66 73 84 101 102 111 123 144 146 24 22 32 40 54 61 72 86 93 103 133 8N@ 28 19 27 35 45 55 63 70 80 95 105 134 137 4.00 32 18 25 32 39 50 58 65 71 81 99 109 120 141 36 18 24 31 38 43 53 59 67 71 86 103 113 127 147 LRFD 30 32 28 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH PANEL POINT -- KIPS 157 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 36.0 42.0 48.0 54.0 60.0 66.0 72.0 78.0 84.0 28 16 19 23 27 31 36 41 46 52 60 74 79 94 100 111 117 137 138 4N@321518212428333739455360738092100106112127 8.75 36 15 16 20 23 27 30 33 37 41 561 55 62 74 83 94 97 107 113 40 15 16 17 21 26 27 30 37 38 46 52 61 64 75 90 95 96 108 28 15 20 26 32 37 43 52 57 59 73 86 100 109 126 136 5N@ 32 151824293437 45 50 53 66 75 88 100102112128138 7.00 36 16 17 23 27 29 35 40 46 48 62 68 77 90 100 104 115 131 133 40 16 17 22 25 27 33 37 43 47 56 63 70 80 95 102 107 115 125 28 17 24 30 37 44 52 58 65 73 93 103 115 134 6N@ 32 162127333846 53 57 65 79 96 100117139140 5.83 36 16 20 25 31 36 41 48 54 58 70 81 99 102 113 121 142 144 40 16 20 24 28 34 38 44 49 55 64 77 84 101 104 115 123 145 146 28 19 27 34 43 52 59 66 74 86 101 115 135 7N@ 32 172430394753 61 67 75 97 103118137 5.00 36 17 23 28 35 42 48 55 62 69 82 99 105 120 141 144 40 17 22 27 32 39 44 50 55 63 73 86 102 107 118 133 147 28 21 30 39 48 59 69 78 94 98 115 136 8N@ 32 202736425361 69 79 88 101118138 4.38 36 19 26 32 39 48 55 62 71 77 99 109 121 141 40 18 24 30 37 44 54 60 65 73 86 102 113 127 147 149 32 16 19 21 26 31 34 39 43 48 58 67 74 87 100 101 111 127 138 4N@36151721242833353944536074759397106112123 9.50 40 15 16 20 23 27 30 34 37 41 51 55 62 74 83 94 98 107 109 44 16 16 20 22 26 28 30 35 38 46 52 58 65 75 90 95 95 108 32 15 20 25 31 36 42 46 52 59 70 86 96 101 111 126 137 5N@3616202428333845475364748998103112129138 7.60 40 16 20 23 26 31 35 40 46 48 59 70 78 91 101 105 113 117 134 44 17 20 22 25 30 33 39 41 48 56 63 75 80 93 102 107 111 118 32 17 24 30 35 41 49 55 62 70 86 98 105 125 136 6N@ 36 162127333947 50 57 61 75 89 100107118141142 6.33 40 16 21 25 31 36 40 48 55 59 71 82 99 102 109 121 143 142 44 17 20 24 29 33 38 44 49 55 64 77 84 102 104 115 123 145 147 32 20 29 38 47 56 64 74 86 95 105 135 8N@ 36 192835425057 65 76 81 101113138140 4.75 40 19 26 32 40 48 55 62 67 78 100 103 121 142 144 44 20 24 30 39 47 51 57 64 71 86 102 113 127 147 149 32 17 20 23 29 37 40 47 50 56 64 73 86 103 114 126 128 149 151 36 17 19 22 29 31 37 40 44 51 57 65 74 87 103 104 125 127 128 4N@ 40 171822252933 37 40 47 52 62 73 77 87 96 104 117 127 10.004416172024293136384149596674788496106106 48 17 17 20 24 25 30 32 37 39 48 53 59 67 78 78 85 99 106 32 15 21 26 32 38 43 52 55 62 73 86 101 109 124 134 36 16 20 24 30 34 39 45 53 55 66 74 88 102 102 112 128 138 5N@4016202427323741465162687790100105115130142 8.00 44 17 20 23 29 32 37 41 49 50 58 70 82 84 99 116 118 130 141 48 17 20 23 26 31 34 40 41 50 57 68 75 85 95 100 119 120 132 32 16 24 30 38 44 52 58 65 72 93 100 115 133 36 17 22 27 34 39 47 53 60 67 79 97 102 117 137 141 6N@ 40 162126303643 48 54 62 71 82 99 103114130142 6.67 44 17 21 24 28 36 40 47 51 55 66 78 91 102 107 116 134 142 146 48 17 21 24 31 36 42 46 53 57 69 79 86 100 109 132 133 135 164 32 18 26 33 43 52 58 66 74 86 101 115 135 36 17 24 31 39 47 53 61 67 75 97 103 117 136 7N@ 40 172429354349 55 62 69 82 99 105 119 140 5.71 44 20 22 28 33 39 48 55 59 64 78 92 102 111 122 143 48 20 23 28 36 41 48 54 61 66 80 86 108 122 134 136 164 167 32 21 29 38 48 58 67 78 94 96 115 135 36 19 27 36 46 53 60 68 80 88 102 118 137 8N@ 40 192534394958 65 72 82 99 109120141 5.00 44 21 27 33 39 47 56 63 70 75 93 103 120 136 147 48 20 25 32 42 47 55 62 69 80 90 104 122 136 155 170 32 29 39 51 64 79 92 112 123 125 149 36 25 36 47 60 69 81 94 103 125 150 10N@40 243645566675 82 96 115129152 4.00 44 23 32 41 51 60 71 82 84 99 119 143 161 48 23 32 41 52 58 68 76 85 94 121 134 152 LRFD 40 35 38 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH PANEL POINT -- KIPS 158 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 36.0 42.0 48.0 54.0 60.0 66.0 72.0 78.0 84.0 32 16 21 25 29 34 38 43 49 53 67 74 86 99 101 112 125 134 138 36 16 19 22 26 32 35 39 44 47 58 67 73 87 95 101 112 118 129 4N@ 40 16 19 21 24 28 34 36 41 45 53 61 73 76 93 97 97 113 122 10.504416192023273134384251556274849497108109 48 16 19 21 24 26 29 32 36 39 47 54 62 65 75 90 95 97 108 32 16 22 28 35 41 45 52 57 66 74 88 100 110 125 36 15 21 25 31 36 42 46 52 59 70 85 96 102 111 126 137 5N@ 40 16 21 24 28 33 39 44 51 54 64 74 89 98 103 113 129 130 8.40 44 16 20 24 27 31 37 40 46 52 59 69 78 91 101 105 113 126 134 48 17 20 23 27 30 35 39 42 48 57 63 75 81 95 102 107 115 118 32 18 25 32 39 45 55 61 69 77 93 103 124 135 36 17 23 30 35 41 49 56 60 67 79 96 105 117 137 6N@ 40 17 21 26 33 39 46 54 57 61 75 89 100 108 119 141 142 7.00 44 16 21 24 31 35 41 48 54 59 71 81 100 102 109 121 143 142 48 20 20 25 29 33 39 44 49 56 64 77 85 102 104 115 124 145 147 32 20 28 36 45 52 65 72 85 93 102 125 36 19 26 34 40 49 56 67 74 79 98 110 127 138 7N@ 40 18 24 31 38 46 54 61 68 75 90 101 113 129 142 6.00 44 20 23 29 35 41 49 55 63 70 78 100 106 116 132 145 48 18 23 28 34 39 44 50 56 64 73 92 102 108 118 136 149 32 22 32 40 51 62 72 78 94 100 124 135 36 20 27 38 46 56 64 74 79 96 105 126 138 8N@ 40 20 26 35 42 51 57 65 76 81 101 113 138 141 5.25 44 20 25 32 39 49 55 63 70 78 99 107 121 142 147 48 21 26 32 41 48 56 63 67 74 93 103 112 128 148 32 27 38 52 62 77 94 101 114 134 36 25 36 46 60 70 86 97 102 112 140 10N@ 40 24 34 45 54 64 75 89 99 104 129 4.20 44 23 31 41 52 61 70 79 91 100 114 143 48 23 30 39 49 56 66 72 80 93 107 125 146 36 18 21 25 28 33 38 42 46 52 62 72 79 95 100 112 117 128 138 40 19 21 22 27 31 35 39 44 47 55 64 75 87 95 101 112 113 128 4N@ 44 19 21 22 24 29 33 37 39 45 53 61 74 76 89 95 102 108 114 11.254818212224283134384051556375839495107109 52 18 22 23 24 27 29 33 37 39 47 52 60 66 76 91 95 96 109 36 16 22 27 33 38 44 52 55 63 74 86 101 109 125 136 40 16 21 25 30 36 42 45 53 56 68 75 88 102 111 122 128 5N@ 44 16 21 24 29 34 38 44 46 54 65 74 85 90 103 110 123 130 142 9.00 48 20 21 24 27 32 36 41 45 52 59 67 75 91 95 106 112 118 134 52 20 21 24 27 30 35 39 42 48 57 64 75 81 94 98 107 117 119 36 19 24 31 38 45 52 58 66 74 93 100 115 134 40 19 23 28 34 40 47 53 60 67 79 97 103 117 137 140 6N@ 44 19 21 27 32 38 46 50 54 62 76 90 100 107 118 139 142 7.50 48 20 21 26 30 36 42 48 55 59 69 78 92 102 110 122 143 143 52 20 21 25 29 34 39 44 50 56 64 77 85 102 102 116 124 136 148 36 20 27 35 44 52 58 66 74 86 101 115 135 40 20 26 33 40 47 54 61 67 75 97 105 127 138 7N@ 44 20 24 30 39 46 54 61 62 69 90 100 113 129 143 6.43 48 20 23 29 36 41 49 55 63 70 79 92 107 117 133 145 52 18 23 28 34 39 45 50 56 65 73 93 102 109 118 136 149 36 21 30 38 48 58 67 78 94 98 114 135 40 20 28 36 46 53 61 68 80 89 105 118 137 8N@ 44 20 27 34 41 51 58 66 73 81 99 109 130 141 5.62 48 21 26 32 39 47 55 63 68 74 92 104 116 142 146 52 22 28 33 42 48 54 59 67 71 94 102 112 127 148 36 24 34 45 55 66 74 88 98 104 135 40 22 31 39 49 61 69 80 89 100 113 138 9N@ 44 23 31 39 48 58 66 76 89 99 108 132 5.00 48 23 29 37 47 55 63 70 79 91 106 117 133 52 23 28 36 46 55 60 70 73 84 102 112 135 148 36 26 38 49 60 73 86 98 105 116 137 40 25 35 47 60 66 76 90 102 112 140 10N@ 44 24 33 46 54 64 72 89 99 104 130 142 4.50 48 24 31 40 49 62 71 78 91 100 114 134 52 23 31 39 50 56 67 72 80 93 107 123 147 LRFD 45 42 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH PANEL POINT -- KIPS 159 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)6.0 9.0 12.0 15.0 18.0 21.0 24.0 27.0 30.0 36.0 42.0 48.0 54.0 60.0 66.0 72.0 78.0 84.0 36 19 26 31 37 45 52 59 66 71 87 111 113 135 136 40 19 23 29 35 41 46 52 59 68 77 92 112 114 136 138 5N@ 44 19 22 27 32 37 44 48 54 61 69 80 93 113 116 126 139 150 9.60 48 19 21 25 30 36 40 48 48 55 69 78 90 96 115 116 128 140 142 52 20 21 25 29 33 39 42 50 54 62 71 82 92 99 117 118 130 141 56 20 21 24 29 33 38 40 46 50 59 71 79 85 100 100 119 120 133 36 20 28 35 42 51 62 70 78 83 100 122 134 147 40 19 25 33 39 47 56 64 71 79 93 112 124 137 148 6N@ 44 19 24 31 36 45 50 57 65 73 81 102 115 127 138 151 8.00 48 19 23 30 35 40 48 52 59 67 78 95 105 116 129 141 160 52 20 23 27 32 38 46 51 59 60 75 83 97 107 130 131 144 162 56 20 22 27 31 37 42 48 54 61 69 80 91 107 120 132 134 153 165 36 30 36 45 56 64 78 91 100 122 134 40 28 33 42 51 59 70 80 92 101 124 148 8N@ 44 27 32 39 49 55 65 74 82 95 114 127 150 6.00 48 26 30 37 47 53 60 68 76 84 105 129 131 154 52 26 30 36 44 51 59 65 71 80 99 119 132 146 164 56 25 28 36 43 49 57 63 69 78 90 109 123 136 155 36 35 44 55 70 79 91 99 121 122 146 40 34 42 52 63 74 88 93 101 113 136 9N@ 44 33 39 50 59 69 83 91 94 103 126 150 5.33 48 33 37 46 56 66 76 85 94 97 118 130 52 31 36 46 54 63 72 80 95 101 108 132 152 56 31 35 44 53 62 69 80 89 98 103 123 137 165 36 35 52 71 84 100 123 135 148 40 34 48 65 76 93 113 125 137 149 12N@ 44 31 44 57 73 82 102 115 126 139 4.00 48 30 41 53 67 76 88 104 117 130 153 52 30 39 52 61 76 84 97 107 131 144 56 27 38 49 61 70 81 91 108 122 135 165 40 18 23 30 38 44 47 56 60 68 79 93 113 124 136 138 44 17 22 29 34 40 46 51 56 61 76 89 94 113 126 137 139 5N@ 48 19 22 28 31 38 42 48 55 61 69 78 94 96 115 127 139 141 10.005220222531354045495562748296116117129141142 56 20 22 25 30 32 40 43 50 51 63 71 83 92 99 117 119 131 142 60 20 20 24 30 33 36 42 46 51 58 65 76 86 96 101 120 121 133 40 20 28 34 42 48 56 64 71 80 100 112 124 147 44 19 24 31 38 47 50 57 65 73 85 102 124 127 149 6N@ 48 19 23 30 37 40 49 57 65 67 82 95 115 127 129 151 8.33 52 20 23 30 36 40 46 52 59 67 75 84 105 117 129 131 153 162 56 20 23 26 33 39 42 51 54 60 72 84 98 107 120 132 144 163 164 60 21 23 27 33 38 43 49 53 61 70 80 87 102 110 123 134 154 165 40 22 31 39 51 59 67 78 86 96 110 135 44 21 29 37 47 53 61 70 80 96 103 118 139 8N@ 48 21 27 35 42 51 58 69 76 81 99 114 130 142 6.25 52 21 25 33 40 49 55 63 70 78 99 107 121 141 56 24 29 36 42 47 56 64 68 78 94 108 118 137 148 60 24 27 35 40 47 55 61 69 74 83 103 110 123 139 149 40 24 34 44 55 66 74 86 96 104 134 44 23 32 40 53 61 69 80 88 98 113 138 9N@ 48 24 32 42 52 58 69 77 90 99 111 133 5.56 52 24 31 40 47 58 66 74 79 92 106 126 143 56 24 30 38 46 55 60 68 77 89 102 116 135 60 24 32 38 49 53 61 70 75 83 97 111 125 141 40 26 38 49 60 74 87 96 104 116 136 44 25 36 47 60 68 84 96 102 112 140 10N@ 48 24 34 46 54 65 76 89 99 103 130 5.00 52 24 34 45 52 62 70 79 91 100 114 134 56 23 32 41 48 60 70 76 87 93 107 134 146 60 24 31 40 49 57 66 73 81 94 109 119 138 40 34 49 65 80 100 112 125 147 44 31 44 57 73 86 102 126 127 149 12N@ 48 30 41 58 67 82 96 115 127 130 154 4.17 52 30 39 53 68 76 84 105 118 130 154 56 27 40 52 61 70 85 99 108 122 135 164 60 27 39 49 61 70 82 88 104 112 135 166 LRFD 48 50 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH PANEL POINT -- KIPS 160 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 24.0 27.0 30.0 33.0 36.0 39.0 42.0 44 21 21 24 25 29 32 35 38 41 43 47 53 59 63 71 82 83 86 48 21 21 23 24 28 30 32 35 38 41 43 49 56 60 64 71 73 83 5N@ 52 20 22 23 25 27 29 32 33 36 39 42 44 52 57 65 66 74 74 11.0056202124242628313336373944515358666674 60 23 24 24 24 27 27 31 33 35 38 38 45 47 52 60 61 67 68 66 24 24 24 25 26 28 28 33 34 37 37 42 47 48 55 56 62 69 44 19 22 26 29 33 36 38 43 45 51 52 59 66 75 86 86 98 101 48 20 22 24 28 31 33 36 40 44 46 50 56 64 68 75 87 89 98 6N@ 52 20 22 24 26 29 33 35 37 41 59 59 66 74 86 93 99 109 110 9.17 56 18 21 24 25 28 31 35 36 39 42 47 52 55 63 70 71 78 91 60 20 21 24 25 29 30 33 35 38 39 43 48 55 60 64 71 75 80 66 19 20 22 24 28 30 31 33 36 39 40 47 50 56 62 65 73 73 44 21 24 28 33 36 39 44 50 53 59 59 70 75 87 97 102 111 120 48 21 24 27 31 34 38 43 45 51 54 56 65 72 76 89 98 103 110 7N@ 52 21 23 26 29 33 36 39 44 46 52 55 62 69 74 86 91 100 105 7.86 56 20 22 25 28 31 35 38 40 46 48 53 55 64 70 79 87 92 101 60 21 22 24 27 30 33 36 39 41 47 49 56 64 68 72 81 93 94 66 22 22 24 26 30 32 36 37 40 43 48 52 58 65 70 74 83 84 44 24 29 34 39 46 52 55 60 67 74 74 87 98 105 116 135 137 48 24 28 32 38 40 47 53 57 61 68 69 81 97 103 107 118 129 139 9N@ 52 25 30 33 39 43 47 52 57 65 65 73 77 90 104 105 114 125 133 6.11 56 24 29 32 38 43 46 51 53 59 66 67 75 87 92 105 107 117 128 60 24 27 32 36 40 45 47 52 56 60 67 71 80 93 95 108 109 118 66 24 27 31 35 39 42 46 49 54 58 61 71 78 83 91 97 111 113 44 30 36 43 49 55 63 67 74 87 88 97 106 126 137 48 28 33 39 45 54 61 65 69 76 87 89 103 112 128 139 11N@ 52 27 34 37 44 52 55 62 66 73 77 88 99 105 115 131 142 5.00 56 27 33 39 42 48 54 60 64 68 77 80 93 102 107 118 134 146 60 26 31 37 40 47 49 58 64 67 72 77 82 95 108 110 121 137 148 66 26 31 36 39 45 50 54 60 65 68 74 82 97 98 113 117 126 141 48 21 23 27 29 33 35 39 43 44 49 51 57 63 69 76 87 89 94 52 21 22 27 28 31 33 36 40 44 45 47 52 60 65 69 77 85 90 5N@ 56 22 23 24 28 30 31 34 36 41 44 45 52 59 63 69 74 78 87 12.0060222324282932343540424549536066707580 66 24 24 24 26 30 30 33 35 36 38 42 47 51 56 61 67 72 73 72 25 25 25 25 27 30 31 35 36 37 39 45 48 56 56 63 69 70 48 20 24 29 32 36 38 41 47 49 56 60 67 72 80 93 93 112 113 52 20 23 28 30 33 37 39 46 48 50 57 62 69 78 80 94 94 113 6N@ 56 19 24 25 30 33 38 39 42 48 49 51 58 66 69 79 83 95 96 10.0060192324293234394043495057637075838396 66 19 23 24 27 32 32 34 40 42 44 50 52 61 65 69 77 84 85 72 22 22 24 27 28 33 34 36 41 43 44 52 54 63 68 71 75 87 48 24 29 34 39 43 49 56 57 64 72 72 80 93 112 123 125 136 148 52 23 29 31 37 40 48 50 57 58 66 72 81 94 103 114 125 127 139 8N@ 56 23 26 31 36 38 44 49 51 58 60 66 75 83 96 104 116 127 129 7.50 60 23 26 32 33 39 42 47 50 53 59 61 69 77 85 98 106 118 129 66 28 30 33 34 41 43 46 48 53 57 62 70 78 82 90 100 108 120 72 29 30 31 34 36 41 46 47 52 58 59 66 73 80 90 92 104 110 48 26 32 37 44 49 55 60 67 74 79 87 97 105 118 137 138 52 28 34 38 44 50 56 64 65 71 75 88 97 103 113 130 138 10N@ 56 27 33 37 43 46 51 58 66 65 72 76 90 104 105 123 131 143 6.00 60 25 31 37 39 45 51 57 60 66 70 73 86 93 104 111 126 134 66 27 32 37 42 49 51 56 62 65 72 74 85 95 102 120 122 134 145 72 26 32 33 38 42 47 50 55 59 66 69 74 83 96 98 111 111 121 48 33 39 46 53 59 68 75 86 87 97 102 111 135 52 31 37 45 51 57 65 69 76 88 89 98 104 118 139 12N@ 56 29 36 41 48 55 62 66 72 77 89 91 104 113 129 140 5.00 60 30 35 39 47 54 56 64 73 74 79 91 102 106 116 133 145 66 32 35 41 48 53 61 62 70 77 80 87 100 110 122 134 147 164 72 29 33 38 42 50 52 60 61 69 72 77 86 100 110 114 127 142 151 48 40 49 64 72 80 93 102 113 124 126 136 52 39 48 57 66 74 81 94 103 114 126 127 150 15N@ 56 38 46 53 67 71 80 83 96 104 116 127 140 153 4.00 60 38 42 51 60 68 76 83 89 98 106 118 132 144 66 35 41 49 55 62 70 81 87 87 103 110 123 136 153 167 72 35 44 46 55 64 66 77 85 90 93 106 125 139 142 160 171 LRFD 55 60 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH PANEL POINT -- KIPS 161 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 24.0 27.0 30.0 33.0 36.0 39.0 42.0 52 22 28 30 33 39 41 45 49 54 58 61 69 78 83 95 97 115 116 56 21 25 29 33 35 40 42 48 49 55 58 63 70 80 84 97 97 117 6N@ 60 23 24 29 32 34 39 41 44 50 50 56 64 71 76 82 92 98 99 10.83662224263133354042455151586573788387100 72 24 25 27 31 32 35 37 42 43 47 49 54 60 68 76 80 87 89 52 25 31 38 40 44 51 58 62 66 74 74 83 97 115 127 129 141 153 56 24 30 34 39 43 50 52 59 63 68 74 83 97 105 118 129 131 143 8N@ 60 23 28 33 39 41 47 51 53 60 68 69 77 85 99 108 119 130 133 8.12 66 24 28 33 35 42 44 49 52 56 63 63 75 80 89 101 110 122 124 72 38 39 39 39 42 45 47 52 56 58 65 73 78 89 92 104 113 125 52 30 32 38 44 49 58 62 67 74 79 83 97 116 128 129 142 153 56 26 32 39 42 48 53 59 68 68 76 81 98 106 118 130 142 144 155 9N@ 60 25 32 38 40 47 51 58 60 69 70 78 86 100 109 120 132 145 146 7.22 66 28 32 37 41 44 50 53 60 64 71 72 81 89 103 112 124 136 138 72 29 30 35 38 44 46 52 57 62 66 71 79 91 91 108 115 127 140 52 31 36 41 49 58 62 67 75 82 89 97 116 128 131 154 155 56 31 36 40 46 52 60 68 69 77 85 91 107 119 132 144 10N@ 60 29 34 40 44 51 57 61 70 74 78 87 100 109 122 134 146 6.50 66 27 34 39 43 50 54 60 65 72 74 82 90 103 113 125 138 140 163 72 27 33 37 44 47 52 56 62 67 75 76 87 93 110 127 129 141 143 52 33 39 45 52 59 67 75 83 89 98 106 118 131 153 56 32 39 44 51 60 64 69 77 85 91 99 119 132 144 156 11N@ 60 33 38 44 49 55 63 70 74 79 86 92 109 122 134 147 5.91 66 30 37 42 46 54 57 64 72 73 81 90 104 113 125 139 147 164 72 30 36 41 47 51 57 62 67 77 77 88 93 110 118 131 144 156 173 52 37 45 55 64 72 79 89 98 106 117 130 142 56 37 43 53 61 69 77 86 91 99 108 120 133 146 13N@ 60 35 41 50 58 64 71 77 85 93 100 108 131 134 158 5.00 66 34 41 49 53 62 70 75 80 87 93 102 122 134 137 161 72 34 41 46 53 58 64 72 78 85 90 90 113 127 138 141 170 56 24 25 30 35 39 43 46 51 56 57 64 71 83 88 102 102 110 121 60 23 26 30 33 37 43 44 50 52 57 61 66 73 85 90 102 105 111 7N@ 66 24 27 30 32 35 39 44 46 51 53 58 67 73 75 87 93 104 106 10.00722425293234384246475354606976788994102 78 25 26 28 31 34 37 40 43 47 49 50 58 63 71 78 83 90 96 84 24 27 29 31 35 37 39 42 44 49 51 57 65 69 72 80 85 94 56 26 31 37 40 45 53 56 61 67 72 75 88 102 110 122 128 60 25 30 35 39 45 47 54 61 65 70 73 89 99 105 114 129 131 9N@ 66 31 34 38 43 48 51 56 63 67 70 74 86 92 106 112 122 127 7.78 72 32 33 37 43 45 51 56 58 64 67 69 77 89 100 108 114 124 131 78 32 34 36 39 45 48 53 59 60 66 66 76 87 93 102 110 116 118 84 33 34 35 38 45 47 50 55 59 63 67 72 81 94 95 103 113 118 56 27 34 38 45 53 57 60 68 75 80 88 100 106 118 137 60 30 36 41 48 55 60 65 69 71 84 88 102 109 122 130 10N@ 66 29 35 42 44 51 55 62 66 70 73 85 91 105 109 123 132 7.00 72 30 34 38 43 47 52 59 63 66 69 78 88 94 106 112 127 133 78 30 33 37 40 46 51 55 61 65 71 71 79 94 96 108 115 130 137 84 31 33 36 40 47 49 55 57 63 70 72 80 92 98 109 112 121 133 56 32 41 45 51 60 64 71 83 87 89 102 108 127 138 60 30 39 44 50 57 65 66 73 85 89 90 104 114 129 11N@ 66 31 38 43 46 53 59 67 67 76 86 88 105 106 117 132 6.36 72 32 37 42 48 55 57 62 70 70 78 82 94 108 109 119 136 148 78 29 35 40 47 50 55 61 65 73 72 80 92 98 110 118 124 140 141 84 30 36 39 45 49 52 59 66 68 73 78 84 97 102 116 124 129 144 56 34 41 50 56 63 68 76 87 88 102 103 113 129 60 33 39 46 55 58 65 74 76 89 90 103 112 128 139 12N@ 66 32 37 45 48 55 63 67 76 78 90 92 105 115 130 143 5.83 72 32 37 42 48 55 61 65 69 77 80 89 102 107 119 135 148 78 30 36 42 48 51 56 64 70 72 80 84 97 106 113 123 141 151 84 30 36 40 45 51 53 61 68 73 77 83 89 102 115 118 128 144 151 56 36 44 53 63 71 75 87 96 102 111 120 137 60 37 43 54 61 69 75 88 89 99 103 112 128 14N@ 66 35 42 48 55 64 70 77 90 92 102 106 115 132 5.00 72 34 40 49 55 61 69 73 81 91 95 103 110 120 138 78 33 39 44 52 58 67 72 76 84 92 97 111 120 138 141 84 33 40 44 51 58 62 69 78 79 86 97 106 116 127 143 155 LRFD 65 70 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH PANEL POINT -- KIPS 162 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 24.0 27.0 30.0 33.0 36.0 39.0 42.0 56 29 33 40 43 49 55 61 65 73 79 82 95 115 116 128 140 152 60 26 32 38 42 48 51 58 63 70 75 80 92 97 116 118 130 142 153 8N@ 66 27 32 35 41 44 51 53 60 64 69 72 82 98 99 118 120 132 144 9.38 72 26 32 34 41 43 46 52 58 61 66 71 79 87 100 101 121 122 134 78 27 29 34 37 43 45 54 54 61 64 69 77 81 89 103 105 123 125 60 32 39 42 50 59 67 69 76 83 89 98 117 129 131 154 66 32 37 42 49 55 62 69 70 78 86 87 100 119 132 134 10N@ 72 30 36 42 45 54 57 63 72 73 81 86 101 111 123 136 138 7.50 78 31 35 39 46 48 56 63 66 74 75 82 91 105 114 127 139 152 84 31 36 39 45 49 55 59 65 69 77 78 94 95 110 128 131 143 156 60 38 43 51 59 68 76 84 90 98 106 118 131 144 66 35 42 50 55 62 70 79 87 90 100 110 122 135 148 12N@ 72 36 41 46 54 63 65 73 81 90 91 104 124 126 141 154 6.25 78 35 42 47 54 61 68 76 78 86 90 98 105 126 139 152 163 84 34 39 46 52 56 64 70 78 79 90 92 106 126 139 141 164 171 66 41 48 56 63 72 80 89 102 111 122 125 137 14N@ 72 41 46 52 61 70 75 84 95 101 110 121 134 148 5.36 78 37 44 53 61 68 76 80 89 98 103 107 125 139 151 84 38 44 52 57 64 71 79 86 92 100 108 127 130 153 171 90 37 42 50 58 66 73 77 87 94 94 110 119 142 144 173 176 66 41 52 60 69 77 85 98 106 118 120 132 146 15N@ 72 42 52 59 67 74 84 87 99 110 121 123 146 160 5.00 78 41 47 54 65 73 77 88 91 104 112 124 139 152 169 84 39 46 55 63 67 76 86 92 93 109 116 131 143 171 174 90 38 46 52 60 69 74 81 90 95 103 118 133 145 146 177 60 28 31 37 42 45 51 56 63 64 72 75 88 97 103 112 127 137 66 30 31 35 38 45 47 52 57 62 65 70 77 90 103 105 113 129 131 8N@ 72 29 32 33 38 41 46 48 53 59 63 68 76 87 92 106 108 116 126 10.0078303133374142475356606473818894109111118 84 30 32 35 37 39 43 48 52 56 59 63 71 79 83 96 98 112 114 90 53 54 56 56 57 57 58 60 63 67 70 79 79 90 95 103 105 118 60 31 35 41 47 53 60 68 75 76 88 97 103 112 129 139 66 31 35 39 46 52 55 62 70 75 78 90 100 107 115 132 142 10N@ 72 33 37 43 50 55 62 63 70 74 83 87 97 106 120 127 8.00 78 32 36 42 46 51 56 63 68 71 76 86 90 100 112 122 130 84 33 37 42 45 51 57 61 65 70 77 78 91 100 109 115 125 131 90 34 36 40 44 49 53 60 65 68 72 77 87 92 102 111 118 132 136 66 36 44 50 57 65 70 73 86 90 103 103 115 130 72 34 42 47 54 59 67 72 77 86 92 101 107 125 133 12N@ 78 33 39 46 53 60 65 69 79 80 88 94 108 114 129 136 6.67 84 34 38 47 49 56 63 70 72 79 83 92 99 111 121 138 140 90 36 39 44 50 56 59 66 72 74 82 86 101 113 116 125 143 149 96 34 37 43 50 54 60 68 71 75 79 85 98 104 117 120 130 147 156 66 39 47 57 64 73 77 89 98 103 109 113 129 72 38 46 54 59 67 76 79 91 101 106 106 125 143 14N@ 78 36 43 50 58 66 70 78 90 95 96 109 118 136 149 5.71 84 36 42 50 56 64 71 74 80 92 98 99 112 124 143 90 36 41 48 53 61 68 74 82 86 95 100 115 121 136 146 96 37 40 47 53 61 67 74 79 84 88 100 108 118 127 145 152 66 42 53 62 70 78 90 101 105 113 129 130 72 41 50 57 69 76 81 93 102 109 116 118 145 16N@ 78 41 49 58 66 73 83 91 96 104 112 120 137 149 5.00 84 39 45 54 61 69 76 84 97 100 109 115 126 143 90 39 46 54 62 70 74 80 86 101 102 114 119 144 155 96 40 46 55 58 68 73 81 88 94 106 110 121 133 155 164 LRFD 75 80 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH PANEL POINT -- KIPS 163 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 24.0 27.0 30.0 33.0 36.0 39.0 42.0 72 40 42 46 49 55 60 64 72 81 82 92 98 117 119 141 143 84 41 44 48 48 50 54 60 67 75 76 84 88 102 121 124 135 148 149 9N@ 90 54 55 56 56 57 59 62 65 72 77 85 88 99 105 125 128 138 10.009655565757585964656974809198107110128131142 10255575758596062656974758795105112130133134 72 42 46 48 52 61 64 72 78 85 93 99 118 130 142 155 84 42 45 49 51 58 62 69 73 81 94 97 115 117 137 148 10N@ 90 42 46 50 51 56 60 66 71 79 81 89 100 107 126 129 141 9.00 96 43 46 48 53 56 59 66 70 74 82 87 95 108 113 129 133 153 102434548535760656976778497105115124131137155 72 43 47 51 59 65 73 78 86 99 100 119 120 143 84 43 49 50 55 62 67 74 78 87 91 100 113 126 138 150 11N@ 90 45 48 51 53 59 66 72 77 85 90 93 107 128 129 142 8.18 96 47 48 53 56 60 63 71 75 81 87 95 105 113 132 134 148 1024849575861647073828694101116124138150163 78 44 49 53 60 68 72 79 88 102 103 111 124 149 84 45 49 52 56 65 75 79 84 91 103 105 125 137 149 12N@ 90 46 50 52 60 68 75 79 88 89 100 106 126 128 151 152 7.50 96 46 48 52 58 63 72 76 82 90 93 103 110 129 132 153 156 1084549555664667681859297107115135137160168 78 47 54 66 75 82 94 99 120 121 133 145 148 84 49 54 62 68 76 86 97 103 122 124 125 149 15N@ 90 50 52 60 69 78 82 90 99 106 125 127 140 153 6.00 96 48 53 58 66 72 80 93 95 108 112 129 131 154 173 1085157596472788799101109115136139168172 78 51 62 74 84 99 102 120 133 145 148 159 84 51 61 73 80 89 104 113 124 137 150 151 18N@ 90 52 58 70 79 90 93 106 126 129 142 153 166 5.00 96 53 58 68 78 87 95 108 113 131 133 144 158 108575964768595103113120127139151172 78 45 49 52 55 58 62 68 75 79 91 92 106 115 131 140 84 47 50 53 55 58 61 69 72 77 81 93 102 109 118 133 143 10N@ 96 55 56 56 57 62 64 68 74 84 86 87 102 116 125 126 10.00 102 55 56 57 58 61 64 66 73 77 86 89 100 106 121 127 133 108565758596164677076808792106107127130 78 48 53 56 62 70 74 86 92 97 105 112 124 84 48 52 55 63 68 72 84 88 98 99 107 126 133 12N@ 96 47 51 55 58 66 67 75 81 91 93 102 111 116 131 8.331024852555862697379909495113118133141 1084851555962707276859297106117123139149 78 53 56 67 75 86 91 104 106 115 125 133 84 53 56 61 69 78 88 94 107 113 118 128 15N@ 96 52 56 61 68 72 82 93 99 105 114 118 133 6.671025356606674838597102116117125144 1085356596573778799103104118123140149 84 53 58 69 72 80 92 106 107 117 127 133 96 53 57 63 71 75 85 98 100 115 115 124 140 16N@10253576266748497102111117118136154 6.2510854586267768287100104117118129148 1205661647076838693104109116128140161 84 55 61 70 77 88 94 107 114 127 133 145 96 54 59 65 72 80 93 99 113 115 121 135 151 17N@10255596673798798102118118127144 5.8810855606569788791105107119120140160 12056626771788793100110112125133149168 84 55 61 70 81 94 102 109 118 134 144 96 55 60 65 72 84 97 100 114 120 124 140 18N@102566166738489102112118125137154 5.56108576068738291104106119121130148 12059646975848898108113122129142163 84 58 66 77 94 103 109 118 134 146 96 60 65 73 83 99 108 115 123 125 144 153 20N@ 102 59 65 71 80 89 103 114 121 129 147 147 5.001086067718089106110123126134149164 120 68 73 90 101 108 113 123 133 152 155 166 182 200 LRFD 90 100 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH PANEL POINT -- KIPS 164 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 24.0 27.0 30.0 33.0 36.0 39.0 42.0 84 54 58 61 65 69 73 82 83 94 99 100 120 143 144 96 62 62 63 65 69 72 81 82 91 97 98 107 125 10N@1086363646769727582869195105113131133 11.00 114 63 64 67 68 72 73 76 79 86 88 96 108 115 133 136 1206464666972747681838890100111128137140 84 58 62 66 70 74 84 88 101 109 120 122 144 96 57 62 66 70 74 79 88 92 101 107 125 127 151 12N@108586468727579849095106111132136158 9.171145965667175798489102106 107 126 134 156 158 120596267727479829196107109126135158161 84 60 66 71 76 84 97 102 122 123 134 147 96 60 65 69 74 83 95 100 105 124 125 136 150 14N@10860646972788799103108120128142155 7.8611461656974798493103105111124133157 1206066697480829096106109126135158160 96 62 68 72 79 89 104 106 125 126 147 149 1026367748089103108125127128152156 16N@108646873818395104110127130142158 6.88 114 65 70 74 80 86 95 105 111 114 132 135 161 162 12066697581889799109117135138152165 96 64 71 77 87 99 106 125 127 148 151 102 66 70 80 89 101 109 127 128 139 152 153 18N@ 108 66 71 77 83 94 106 111 129 131 144 157 6.111146773798597107113132134137159163 1206874798891101110118136139152166 96 68 77 82 99 106 125 139 152 154 102 69 75 81 94 109 129 130 142 154 155 20N@ 108 69 77 83 94 106 114 132 133 145 157 169 5.50 114 69 77 86 91 101 115 134 135 147 160 161 1206672778393106113126128137154167 96 63 66 69 72 76 78 82 86 89 89 94 108 115 129 1026467697175798383869192110117131137 10N@10878798283838386919594100108126 12.00 114 78 79 82 83 83 84 86 91 90 95 95 109 127 128 1207981838484858688929297102113133 96 68 69 71 77 82 86 90 99 100 113 125 130 1026869727880858896101102116130 12N@108697072758186909199103105128134 10.00 114707071758286879295100130121135 120707172768084889293102107123133138 96 69 74 77 82 90 96 109 115 125 129 134 102707378848893103113118129132 15N@108707380859095101106115119133 8.0011470737883889398107117121122137 12072747884899499100110118124140 96 70 76 80 85 90 100 109 114 128 134 102707478869297110112120131137 16N@108707480859095100114120124133 7.50 114 70 73 81 86 91 96 101 107 117 122 135 145 12070757985909499103118119126147 96 71 77 85 89 95 109 116 129 136 1027278838797111113121138138 18N@ 108 72 79 84 88 94 101 115 121 156 157 6.67 114 72 76 85 90 96 102 116 117 123 136 143 120737784899599105118125129140 96 76 82 89 94 110 116 130 136 10275838792105114123140150 20N@ 108 75 81 88 94 101 115 121 135 142 152 6.00 114 77 82 87 93 103 113 119 128 138 146 12077849096102107121 124 133 148 150 96 83 90 96 111 121 136 102818899108118140151 24N@ 108 83 91 96 103 119 129 147 157 5.00 114 86 96 109 121 141 143 152 160 120 86 97 107 117 143 146 152 163 165 LRFD 110 120 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH PANEL POINT -- KIPS 165 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)6.0 7.5 9.0 10.5 12.0 13.5 15.0 16.5 18.0 19.5 21.0 24.0 27.0 30.0 33.0 36.0 39.0 42.0 84 54 58 61 65 69 73 82 83 94 99 100 120 143 144 96 62 62 63 65 69 72 81 82 91 97 98 107 125 10N@1086363646769727582869195105113131133 11.00 114 63 64 67 68 72 73 76 79 86 88 96 108 115 133 136 1206464666972747681838890100111128137140 84 58 62 66 70 74 84 88 101 109 120 122 144 96 57 62 66 70 74 79 88 92 101 107 125 127 151 12N@108586468727579849095106111132136158 9.171145965667175798489102106 107 126 134 156 158 120596267727479829196107109126135158161 84 60 66 71 76 84 97 102 122 123 134 147 96 60 65 69 74 83 95 100 105 124 125 136 150 14N@10860646972788799103108120128142155 7.8611461656974798493103105111124133157 1206066697480829096106109126135158160 96 62 68 72 79 89 104 106 125 126 147 149 1026367748089103108125127128152156 16N@108646873818395104110127130142158 6.88 114 65 70 74 80 86 95 105 111 114 132 135 161 162 12066697581889799109117135138152165 96 64 71 77 87 99 106 125 127 148 151 102 66 70 80 89 101 109 127 128 139 152 153 18N@ 108 66 71 77 83 94 106 111 129 131 144 157 6.111146773798597107113132134137159163 1206874798891101110118136139152166 96 68 77 82 99 106 125 139 152 154 102 69 75 81 94 109 129 130 142 154 155 20N@ 108 69 77 83 94 106 114 132 133 145 157 169 5.50 114 69 77 86 91 101 115 134 135 147 160 161 1206672778393106113126128137154167 96 63 66 69 72 76 78 82 86 89 89 94 108 115 129 1026467697175798383869192110117131137 10N@10878798283838386919594100108126 12.00 114 78 79 82 83 83 84 86 91 90 95 95 109 127 128 1207981838484858688929297102113133 96 68 69 71 77 82 86 90 99 100 113 125 130 1026869727880858896101102116130 12N@108697072758186909199103105128134 10.00 114707071758286879295100130121135 120707172768084889293102107123133138 96 69 74 77 82 90 96 109 115 125 129 134 102707378848893103113118129132 15N@108707380859095101106115119133 8.0011470737883889398107117121122137 12072747884899499100110118124140 96 70 76 80 85 90 100 109 114 128 134 102707478869297110112120131137 16N@108707480859095100114120124133 7.50 114 70 73 81 86 91 96 101 107 117 122 135 145 12070757985909499103118119126147 96 71 77 85 89 95 109 116 129 136 1027278838797111113121138138 18N@ 108 72 79 84 88 94 101 115 121 156 157 6.67 114 72 76 85 90 96 102 116 117 123 136 143 120737784899599105118125129140 96 76 82 89 94 110 116 130 136 10275838792105114123140150 20N@ 108 75 81 88 94 101 115 121 135 142 152 6.00 114 77 82 87 93 103 113 119 128 138 146 12077849096102107121 124 133 148 150 96 83 90 96 111 121 136 102818899108118140151 24N@ 108 83 91 96 103 119 129 147 157 5.00 114 86 96 109 121 141 143 152 160 120 86 97 107 117 143 146 152 163 165 LRFD 110 120 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT FACTORED LOAD ON EACH PANEL POINT -- KIPS 166 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)4 6 8 10 12 14 16 18 20 24 28 32 36 40 44 48 52 56 20 16 19 19 19 19 20 24 24 25 30 37 41 46 50 56 62 70 75 2N@ 24 161919191920212125283236414249525366 10.00 28 16 19 19 19 19 20 20 21 23 26 28 32 39 40 42 46 48 49 20 15 15 19 19 20 23 24 27 31 36 44 48 54 74 75 81 84 89 3N@ 24 151616161920232627333645475356687982 6.67 28 15 16 16 16 17 20 24 24 26 31 36 44 46 49 53 57 68 80 20 15 15 19 21 25 29 33 38 41 50 57 65 71 88 97 100 107 120 4N@ 24 15161720232629323544505562718590100102 5.00 28 16 16 17 19 22 25 28 30 34 39 49 50 59 63 72 86 91 91 20 15 17 21 26 31 36 39 48 51 62 71 82 99 99 109 120 141 142 5N@ 24 1616202326303539435360688091101103110120 4.00 28 16 16 18 22 27 28 33 37 39 48 55 64 68 77 93 95 107 111 20 16 19 25 29 36 41 50 57 58 72 82 99 107 118 138 141 6N@ 24 161822283137434653617085102102 111 123 144 147 3.33 28 17 18 22 26 30 33 40 42 47 58 68 76 83 96 109 112 119 130 20 19 25 32 41 51 58 65 72 82 99 118 139 142 8N@ 24 17222936425054616986103107128149153 2.50 28 18 22 29 34 40 47 54 61 67 76 88 107 112 124 135 155 166 20 21 21 21 22 22 23 24 24 25 34 39 43 49 55 62 69 76 78 2N@ 24 182121222222232424303341414551556173 11.00 28 18 21 21 21 22 22 22 23 24 37 30 33 41 42 46 48 51 58 20 15 18 18 19 22 24 26 29 33 42 45 53 68 70 76 84 88 94 3N@ 24 151519192023242630354045485561748184 7.33 28 15 16 16 16 19 20 23 24 27 32 36 45 47 52 54 59 74 82 20 15 16 19 23 26 30 36 39 44 55 62 71 82 95 96 106 119 134 4N@ 24 15151720252729343848525871798998101107 5.50 28 16 16 16 19 22 25 28 32 35 40 49 54 60 72 79 87 90 97 20 15 17 24 27 34 38 42 49 55 65 75 96 98 111 126 137 5N@ 24 16162024283338404856627385100101110116133 4.40 28 16 16 18 22 26 30 32 38 41 51 57 65 73 86 92 102 105 111 20 16 21 27 33 39 49 56 57 65 79 97 106 118 137 6N@ 24 161923283239455158668298101109120142144 3.67 28 16 18 22 26 30 34 39 44 50 61 70 76 89 102 104 113 127 148 20 19 27 36 43 56 64 71 80 96 106 135 138 8N@ 24 182431384653606875101105125145149 2.75 28 18 22 28 34 40 47 54 62 69 79 87 106 118 131 152 164 20 18 18 19 22 26 27 30 37 41 49 59 66 70 76 86 89 97 102 24 15 18 19 20 22 25 26 28 32 39 43 51 59 67 71 81 84 89 3N@ 28 151519192023242729343945475559678182 8.33 32 15 16 16 16 20 21 23 24 27 32 36 44 46 52 54 58 74 81 36 16 16 16 17 17 20 24 24 26 32 36 40 45 48 53 54 68 79 20 15 18 20 25 29 35 39 42 49 55 70 78 93 99 109 119 134 135 24 15 16 19 21 26 29 33 37 40 50 57 64 72 88 97 100 106 120 4N@ 28 15151720242529343743515866728990101102 6.25 32 16 16 17 19 21 25 28 32 35 40 49 54 60 69 79 86 91 96 36 16 16 17 19 21 26 26 29 34 38 49 50 56 63 73 85 88 92 20 15 18 25 31 38 43 51 55 58 73 93 100 109 125 134 24 15 17 23 26 32 36 42 47 53 61 75 81 98 102 112 129 140 5N@ 28 1616202428313741475662727993101106117125 5.00 32 16 16 19 23 26 30 33 38 41 51 57 65 73 83 93 102 105 111 36 16 17 18 22 26 28 31 36 39 48 54 64 69 75 88 96 101 108 20 16 24 29 38 45 55 58 69 78 94 104 116 134 24 16 20 25 31 37 44 50 56 64 75 97 99 107 118 138 6N@ 28 161823283238445155677387101104120134143145 4.17 32 16 18 22 26 30 34 39 44 50 61 69 77 89 102 105 113 127 148 36 16 18 24 25 30 36 39 43 49 58 67 74 84 98 108 116 117 129 20 21 29 39 48 58 70 78 94 99 115 134 24 19 26 33 41 50 57 65 75 81 99 118 138 8N@ 28 18233038445360677586103116127147 3.12 32 18 24 28 34 39 47 54 65 71 78 87 105 117 129 152 154 36 18 22 29 34 40 46 52 61 63 76 87 101 114 121 136 148 166 167 20 26 38 49 63 78 94 100 115 134 24 23 33 42 54 65 75 89 99 104 130 10N@28 2130384856647484101109134147 2.50 32 21 28 36 43 52 62 69 76 87 107 118 130 153 36 22 28 37 44 52 64 71 77 85 100 116 130 151 157 20 DESIGN GUIDE ASD WEIGHT TABLE FOR JOIST GIRDERS Based on a 50 ksi Maximum Yield Strengrh 22 25 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT LOAD ON EACH PANEL POINT -- KIPS 167 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)4 6 8 10 12 14 16 18 20 24 28 32 36 40 44 48 52 56 24 18 18 19 22 24 27 29 36 39 43 53 62 70 71 78 85 89 98 3N@ 28 18 18 19 20 22 25 26 28 31 39 43 46 55 61 66 76 83 86 9.33 32 15 18 19 19 21 23 24 27 28 34 39 45 48 53 58 66 80 81 24 15 16 20 24 27 32 38 40 48 55 62 71 82 95 104 106 120 135 4N@ 28 15 15 18 21 25 28 32 36 39 49 56 64 71 79 96 97 106 107 7.00 32 15 15 17 20 23 25 29 33 37 43 50 58 62 70 85 90 99 102 24 15 18 24 29 34 39 46 52 58 66 78 96 102 111 126 136 5N@ 28 15 17 21 26 30 35 39 46 50 61 68 77 90 99 107 114 130 142 5.60 32 16 17 20 24 27 32 37 41 44 56 62 70 80 93 102 107 112 119 24 16 21 28 35 41 49 55 63 70 79 96 106 134 137 6N@ 28 15 20 24 30 36 42 50 54 58 71 82 99 107 118 138 142 4.67 32 16 19 23 28 32 37 43 49 53 64 74 84 101 102 111 123 144 146 24 18 24 32 41 49 56 64 74 79 96 110 135 7N@ 28 17 22 27 35 43 51 57 62 69 82 99 108 129 140 4.00 32 16 21 27 31 38 44 52 55 63 74 85 102 108 123 143 146 24 20 28 37 48 55 64 74 79 95 105 134 8N@ 28 18 25 32 39 50 58 65 72 81 99 108 129 141 3.50 32 17 24 29 38 43 53 60 64 70 86 103 113 127 147 149 24 24 36 46 57 70 79 96 102 117 137 10N@ 28 23 30 41 50 60 69 82 99 100 120 141 2.80 32 21 30 38 46 55 66 71 80 93 109 126 147 24 18 18 21 24 27 31 35 38 40 48 58 66 71 80 92 98 117 119 3N@ 28 18 18 19 22 25 27 30 35 37 42 49 56 63 70 79 82 93 99 10.00321818192022 26 28 31 32 39 46 51 57 64 71 73 83 84 36 16 19 19 19 21 23 26 28 31 35 39 46 52 57 64 65 73 75 24 16 18 23 29 33 37 42 49 53 64 76 85 101 104 126 127 149 150 4N@ 28 15 16 21 25 30 33 37 42 45 53 61 73 81 86 103 104 126 128 7.50 32 15 16 18 22 26 30 34 37 43 51 55 62 70 77 87 103 105 116 36 16 16 17 22 24 27 31 34 36 46 52 59 64 74 78 88 91 105 24 15 19 25 30 37 43 51 55 58 73 86 96 109 125 134 5N@ 28 15 17 23 27 32 37 44 47 53 61 75 88 97 102 112 128 138 6.00 32 16 17 21 24 29 35 39 43 48 56 63 77 90 100 101 107 117 133 36 16 17 20 24 27 31 36 40 43 51 60 70 80 86 94 103 110 118 24 16 24 29 37 45 52 58 66 73 94 104 116 134 6N@ 28 16 20 27 32 38 44 50 57 65 75 97 99 107 137 140 5.00 32 16 19 24 29 34 40 45 51 58 65 82 98 100 109 121 142 144 36 16 18 23 26 31 37 41 46 52 61 70 84 101 102 111 123 126 148 24 21 32 40 51 63 73 83 99 111 124 146 8N@ 28 20 30 37 44 53 61 73 80 86 114 126 149 3.75 32 18 26 34 42 49 55 63 71 79 104 117 130 154 161 36 17 23 32 39 46 54 61 69 76 89 108 121 134 154 169 24 25 38 51 66 78 99 111 123 134 10N@ 28 24 36 47 57 69 80 94 113 116 138 3.00 32 22 31 39 52 58 74 82 95 105 129 142 36 22 30 39 48 54 68 79 84 91 119 132 151 24 18 19 21 26 27 34 38 40 42 54 61 70 75 84 88 102 102 113 3N@ 28 16 17 18 24 26 28 31 34 37 43 55 60 69 70 76 85 89 93 10.67 32 17 17 18 21 25 26 28 32 34 39 44 54 61 62 67 77 80 86 36 15 17 19 20 23 25 26 28 30 38 40 45 51 53 58 67 81 77 24 18 19 23 26 32 37 40 47 55 61 72 86 94 103 114 133 134 4N@ 28 15 18 20 24 28 32 37 40 45 55 62 70 78 94 96 105 121 135 8.00 32 15 15 20 22 25 29 32 36 39 49 56 64 71 83 82 97 102 107 36 15 16 17 21 24 26 30 34 36 43 50 58 65 70 85 90 99 102 24 15 20 27 33 39 44 51 57 65 77 93 100 123 133 5N@ 28 15 18 24 28 34 39 46 52 58 66 74 96 101 110 126 137 6.40 32 15 17 22 26 32 35 41 46 53 61 68 77 90 99 105 114 130 142 36 16 17 21 24 27 33 37 42 47 56 62 70 79 93 102 106 117 120 24 17 24 31 39 47 55 61 69 76 94 103 133 134 6N@ 28 16 21 27 35 40 48 55 60 67 79 96 105 117 137 5.33 32 16 20 25 30 36 42 50 54 58 71 82 99 103 118 139 142 36 16 19 24 28 34 38 44 49 55 66 73 84 101 102 111 123 144 146 24 22 32 40 54 61 72 86 93 103 133 8N@ 28 19 27 35 45 55 63 70 80 95 105 134 137 4.00 32 18 25 32 39 50 58 65 71 81 99 109 120 141 36 18 24 31 38 43 53 59 67 71 86 103 113 127 147 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT LOAD ON EACH PANEL POINT -- KIPS ASD 30 32 28 168 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)4 6 8 10 12 14 16 18 20 24 28 32 36 40 44 48 52 56 28 16 19 23 27 31 36 41 46 52 60 74 79 94 100 111 117 137 138 4N@ 32 15 18 21 24 28 33 37 39 45 53 60 73 80 92 100 106 112 127 8.75 36 15 16 20 23 27 30 33 37 41 561 55 62 74 83 94 97 107 113 40 15 16 17 21 26 27 30 37 38 46 52 61 64 75 90 95 96 108 28 15 20 26 32 37 43 52 57 59 73 86 100 109 126 136 5N@ 32 15 18 24 29 34 37 45 50 53 66 75 88 100 102 112 128 138 7.00 36 16 17 23 27 29 35 40 46 48 62 68 77 90 100 104 115 131 133 40 16 17 22 25 27 33 37 43 47 56 63 70 80 95 102 107 115 125 28 17 24 30 37 44 52 58 65 73 93 103 115 134 6N@ 32 16 21 27 33 38 46 53 57 65 79 96 100 117 139 140 5.83 36 16 20 25 31 36 41 48 54 58 70 81 99 102 113 121 142 144 40 16 20 24 28 34 38 44 49 55 64 77 84 101 104 115 123 145 146 28 19 27 34 43 52 59 66 74 86 101 115 135 7N@ 32 17 24 30 39 47 53 61 67 75 97 103 118 137 5.00 36 17 23 28 35 42 48 55 62 69 82 99 105 120 141 144 40 17 22 27 32 39 44 50 55 63 73 86 102 107 118 133 147 28 21 30 39 48 59 69 78 94 98 115 136 8N@ 32 20 27 36 42 53 61 69 79 88 101 118 138 4.38 36 19 26 32 39 48 55 62 71 77 99 109 121 141 40 18 24 30 37 44 54 60 65 73 86 102 113 127 147 149 32 16 19 21 26 31 34 39 43 48 58 67 74 87 100 101 111 127 138 4N@ 36 15 17 21 24 28 33 35 39 44 53 60 74 75 93 97 106 112 123 9.50 40 15 16 20 23 27 30 34 37 41 51 55 62 74 83 94 98 107 109 44 16 16 20 22 26 28 30 35 38 46 52 58 65 75 90 95 95 108 32 15 20 25 31 36 42 46 52 59 70 86 96 101 111 126 137 5N@ 36 16 20 24 28 33 38 45 47 53 64 74 89 98 103 112 129 138 7.60 40 16 20 23 26 31 35 40 46 48 59 70 78 91 101 105 113 117 134 44 17 20 22 25 30 33 39 41 48 56 63 75 80 93 102 107 111 118 32 17 24 30 35 41 49 55 62 70 86 98 105 125 136 6N@ 36 16 21 27 33 39 47 50 57 61 75 89 100 107 118 141 142 6.33 40 16 21 25 31 36 40 48 55 59 71 82 99 102 109 121 143 142 44 17 20 24 29 33 38 44 49 55 64 77 84 102 104 115 123 145 147 32 20 29 38 47 56 64 74 86 95 105 135 8N@ 36 19 28 35 42 50 57 65 76 81 101 113 138 140 4.75 40 19 26 32 40 48 55 62 67 78 100 103 121 142 144 44 20 24 30 39 47 51 57 64 71 86 102 113 127 147 149 32 17 20 23 29 37 40 47 50 56 64 73 86 103 114 126 128 149 151 36 17 19 22 29 31 37 40 44 51 57 65 74 87 103 104 125 127 128 4N@ 40 17 18 22 25 29 33 37 40 47 52 62 73 77 87 96 104 117 127 10.004416172024293136384149596674788496106106 48 17 17 20 24 25 30 32 37 39 48 53 59 67 78 78 85 99 106 32 15 21 26 32 38 43 52 55 62 73 86 101 109 124 134 36 16 20 24 30 34 39 45 53 55 66 74 88 102 102 112 128 138 5N@ 40 16 20 24 27 32 37 41 46 51 62 68 77 90 100 105 115 130 142 8.00 44 17 20 23 29 32 37 41 49 50 58 70 82 84 99 116 118 130 141 48 17 20 23 26 31 34 40 41 50 57 68 75 85 95 100 119 120 132 32 16 24 30 38 44 52 58 65 72 93 100 115 133 36 17 22 27 34 39 47 53 60 67 79 97 102 117 137 141 6N@ 40 16 21 26 30 36 43 48 54 62 71 82 99 103 114 130 142 6.67 44 17 21 24 28 36 40 47 51 55 66 78 91 102 107 116 134 142 146 48 17 21 24 31 36 42 46 53 57 69 79 86 100 109 132 133 135 164 32 18 26 33 43 52 58 66 74 86 101 115 135 36 17 24 31 39 47 53 61 67 75 97 103 117 136 7N@ 40 17 24 29 35 43 49 55 62 69 82 99 105 119 140 5.71 44 20 22 28 33 39 48 55 59 64 78 92 102 111 122 143 48 20 23 28 36 41 48 54 61 66 80 86 108 122 134 136 164 167 32 21 29 38 48 58 67 78 94 96 115 135 36 19 27 36 46 53 60 68 80 88 102 118 137 8N@ 40 19 25 34 39 49 58 65 72 82 99 109 120 141 5.00 44 21 27 33 39 47 56 63 70 75 93 103 120 136 147 48 20 25 32 42 47 55 62 69 80 90 104 122 136 155 170 32 29 39 51 64 79 92 112 123 125 149 36 25 36 47 60 69 81 94 103 125 150 10N@ 40 24 36 45 56 66 75 82 96 115 129 152 4.00 44 23 32 41 51 60 71 82 84 99 119 143 161 48 23 32 41 52 58 68 76 85 94 121 134 152 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT LOAD ON EACH PANEL POINT -- KIPS ASD 40 35 38 169 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)4 6 8 10 12 14 16 18 20 24 28 32 36 40 44 48 52 56 32 16 21 25 29 34 38 43 49 53 67 74 86 99 101 112 125 134 138 36 16 19 22 26 32 35 39 44 47 58 67 73 87 95 101 112 118 129 4N@ 40 16 19 21 24 28 34 36 41 45 53 61 73 76 93 97 97 113 122 10.504416192023273134384251556274849497108109 48 16 19 21 24 26 29 32 36 39 47 54 62 65 75 90 95 97 108 32 16 22 28 35 41 45 52 57 66 74 88 100 110 125 36 15 21 25 31 36 42 46 52 59 70 85 96 102 111 126 137 5N@ 40 16 21 24 28 33 39 44 51 54 64 74 89 98 103 113 129 130 8.40 44 16 20 24 27 31 37 40 46 52 59 69 78 91 101 105 113 126 134 48 17 20 23 27 30 35 39 42 48 57 63 75 81 95 102 107 115 118 32 18 25 32 39 45 55 61 69 77 93 103 124 135 36 17 23 30 35 41 49 56 60 67 79 96 105 117 137 6N@ 40 17 21 26 33 39 46 54 57 61 75 89 100 108 119 141 142 7.00 44 16 21 24 31 35 41 48 54 59 71 81 100 102 109 121 143 142 48 20 20 25 29 33 39 44 49 56 64 77 85 102 104 115 124 145 147 32 20 28 36 45 52 65 72 85 93 102 125 36 19 26 34 40 49 56 67 74 79 98 110 127 138 7N@ 40 18 24 31 38 46 54 61 68 75 90 101 113 129 142 6.00 44 20 23 29 35 41 49 55 63 70 78 100 106 116 132 145 48 18 23 28 34 39 44 50 56 64 73 92 102 108 118 136 149 32 22 32 40 51 62 72 78 94 100 124 135 36 20 27 38 46 56 64 74 79 96 105 126 138 8N@ 40 20 26 35 42 51 57 65 76 81 101 113 138 141 5.25 44 20 25 32 39 49 55 63 70 78 99 107 121 142 147 48 21 26 32 41 48 56 63 67 74 93 103 112 128 148 32 27 38 52 62 77 94 101 114 134 36 25 36 46 60 70 86 97 102 112 140 10N@ 40 24 34 45 54 64 75 89 99 104 129 4.20 44 23 31 41 52 61 70 79 91 100 114 143 48 23 30 39 49 56 66 72 80 93 107 125 146 36 18 21 25 28 33 38 42 46 52 62 72 79 95 100 112 117 128 138 40 19 21 22 27 31 35 39 44 47 55 64 75 87 95 101 112 113 128 4N@ 44 19 21 22 24 29 33 37 39 45 53 61 74 76 89 95 102 108 114 11.254818212224283134384051556375839495107109 52 18 22 23 24 27 29 33 37 39 47 52 60 66 76 91 95 96 109 36 16 22 27 33 38 44 52 55 63 74 86 101 109 125 136 40 16 21 25 30 36 42 45 53 56 68 75 88 102 111 122 128 5N@ 44 16 21 24 29 34 38 44 46 54 65 74 85 90 103 110 123 130 142 9.00 48 20 21 24 27 32 36 41 45 52 59 67 75 91 95 106 112 118 134 52 20 21 24 27 30 35 39 42 48 57 64 75 81 94 98 107 117 119 36 19 24 31 38 45 52 58 66 74 93 100 115 134 40 19 23 28 34 40 47 53 60 67 79 97 103 117 137 140 6N@ 44 19 21 27 32 38 46 50 54 62 76 90 100 107 118 139 142 7.50 48 20 21 26 30 36 42 48 55 59 69 78 92 102 110 122 143 143 52 20 21 25 29 34 39 44 50 56 64 77 85 102 102 116 124 136 148 36 20 27 35 44 52 58 66 74 86 101 115 135 40 20 26 33 40 47 54 61 67 75 97 105 127 138 7N@ 44 20 24 30 39 46 54 61 62 69 90 100 113 129 143 6.43 48 20 23 29 36 41 49 55 63 70 79 92 107 117 133 145 52 18 23 28 34 39 45 50 56 65 73 93 102 109 118 136 149 36 21 30 38 48 58 67 78 94 98 114 135 40 20 28 36 46 53 61 68 80 89 105 118 137 8N@ 44 20 27 34 41 51 58 66 73 81 99 109 130 141 5.62 48 21 26 32 39 47 55 63 68 74 92 104 116 142 146 52 22 28 33 42 48 54 59 67 71 94 102 112 127 148 36 24 34 45 55 66 74 88 98 104 135 40 22 31 39 49 61 69 80 89 100 113 138 9N@ 44 23 31 39 48 58 66 76 89 99 108 132 5.00 48 23 29 37 47 55 63 70 79 91 106 117 133 52 23 28 36 46 55 60 70 73 84 102 112 135 148 36 26 38 49 60 73 86 98 105 116 137 40 25 35 47 60 66 76 90 102 112 140 10N@ 44 24 33 46 54 64 72 89 99 104 130 142 4.50 48 24 31 40 49 62 71 78 91 100 114 134 52 23 31 39 50 56 67 72 80 93 107 123 147 ASD 45 42 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT LOAD ON EACH PANEL POINT -- KIPS 170 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)4 6 8 10 12 14 16 18 20 24 28 32 36 40 44 48 52 56 36 19 26 31 37 45 52 59 66 71 87 111 113 135 136 40 19 23 29 35 41 46 52 59 68 77 92 112 114 136 138 5N@ 44 192227323744485461698093113116126139150 9.60 48 19 21 25 30 36 40 48 48 55 69 78 90 96 115 116 128 140 142 52 20 21 25 29 33 39 42 50 54 62 71 82 92 99 117 118 130 141 56 20 21 24 29 33 38 40 46 50 59 71 79 85 100 100 119 120 133 36 20 28 35 42 51 62 70 78 83 100 122 134 147 40 19 25 33 39 47 56 64 71 79 93 112 124 137 148 6N@ 44 19243136455057657381102115127138151 8.00 48 19 23 30 35 40 48 52 59 67 78 95 105 116 129 141 160 52 20 23 27 32 38 46 51 59 60 75 83 97 107 130 131 144 162 56 20 22 27 31 37 42 48 54 61 69 80 91 107 120 132 134 153 165 36 30 36 45 56 64 78 91 100 122 134 40 28 33 42 51 59 70 80 92 101 124 148 8N@ 44 273239495565748295114127150 6.00 48 26 30 37 47 53 60 68 76 84 105 129 131 154 52 26 30 36 44 51 59 65 71 80 99 119 132 146 164 56 25 28 36 43 49 57 63 69 78 90 109 123 136 155 36 35 44 55 70 79 91 99 121 122 146 40 34 42 52 63 74 88 93 101 113 136 9N@ 44 3339505969839194103126150 5.33 48 33 37 46 56 66 76 85 94 97 118 130 52 31 36 46 54 63 72 80 95 101 108 132 152 56 31 35 44 53 62 69 80 89 98 103 123 137 165 36 35 52 71 84 100 123 135 148 40 34 48 65 76 93 113 125 137 149 12N@ 44 31 44 57 73 82 102 115 126 139 4.00 48 30 41 53 67 76 88 104 117 130 153 52 30 39 52 61 76 84 97 107 131 144 56 27 38 49 61 70 81 91 108 122 135 165 40 18 23 30 38 44 47 56 60 68 79 93 113 124 136 138 44 17 22 29 34 40 46 51 56 61 76 89 94 113 126 137 139 5N@ 48 19222831384248556169789496115127139141 10.00 52 20 22 25 31 35 40 45 49 55 62 74 82 96 116 117 129 141 142 56 20 22 25 30 32 40 43 50 51 63 71 83 92 99 117 119 131 142 60 20 20 24 30 33 36 42 46 51 58 65 76 86 96 101 120 121 133 40 20 28 34 42 48 56 64 71 80 100 112 124 147 44 19 24 31 38 47 50 57 65 73 85 102 124 127 149 6N@ 48 1923303740495765678295115127129151 8.33 52 20 23 30 36 40 46 52 59 67 75 84 105 117 129 131 153 162 56 20 23 26 33 39 42 51 54 60 72 84 98 107 120 132 144 163 164 60 21 23 27 33 38 43 49 53 61 70 80 87 102 110 123 134 154 165 40 22 31 39 51 59 67 78 86 96 110 135 44 21 29 37 47 53 61 70 80 96 103 118 139 8N@ 48 21 27 35 42 51 58 69 76 81 99 114 130 142 6.25 52 21 25 33 40 49 55 63 70 78 99 107 121 141 56 24 29 36 42 47 56 64 68 78 94 108 118 137 148 60 24 27 35 40 47 55 61 69 74 83 103 110 123 139 149 40 24 34 44 55 66 74 86 96 104 134 44 23 32 40 53 61 69 80 88 98 113 138 9N@ 48 243242525869779099111133 5.56 52 24 31 40 47 58 66 74 79 92 106 126 143 56 24 30 38 46 55 60 68 77 89 102 116 135 60 24 32 38 49 53 61 70 75 83 97 111 125 141 40 26 38 49 60 74 87 96 104 116 136 44 25 36 47 60 68 84 96 102 112 140 10N@48 2434465465768999103130 5.00 52 24 34 45 52 62 70 79 91 100 114 134 56 23 32 41 48 60 70 76 87 93 107 134 146 60 24 31 40 49 57 66 73 81 94 109 119 138 40 34 49 65 80 100 112 125 147 44 31 44 57 73 86 102 126 127 149 12N@ 48 30 41 58 67 82 96 115 127 130 154 4.17 52 30 39 53 68 76 84 105 118 130 154 56 27 40 52 61 70 85 99 108 122 135 164 60 27 39 49 61 70 82 88 104 112 135 166 ASD 48 50 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT LOAD ON EACH PANEL POINT -- KIPS 171 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)4 5 6 7 8 9 10 11 12 13 14 16 18 20 22 24 26 28 44 21 21 24 25 29 32 35 38 41 43 47 53 59 63 71 82 83 86 48 21 21 23 24 28 30 32 35 38 41 43 49 56 60 64 71 73 83 5N@ 52 20 22 23 25 27 29 32 33 36 39 42 44 52 57 65 66 74 74 11.0056202124242628313336373944515358666674 60 23 24 24 24 27 27 31 33 35 38 38 45 47 52 60 61 67 68 66 24 24 24 25 26 28 28 33 34 37 37 42 47 48 55 56 62 69 44 19 22 26 29 33 36 38 43 45 51 52 59 66 75 86 86 98 101 48 20 22 24 28 31 33 36 40 44 46 50 56 64 68 75 87 89 98 6N@ 52 20 22 24 26 29 33 35 37 41 59 59 66 74 86 93 99 109 110 9.17 56 18 21 24 25 28 31 35 36 39 42 47 52 55 63 70 71 78 91 60 20 21 24 25 29 30 33 35 38 39 43 48 55 60 64 71 75 80 66 19 20 22 24 28 30 31 33 36 39 40 47 50 56 62 65 73 73 44 21 24 28 33 36 39 44 50 53 59 59 70 75 87 97 102 111 120 48 21 24 27 31 34 38 43 45 51 54 56 65 72 76 89 98 103 110 7N@ 52 21 23 26 29 33 36 39 44 46 52 55 62 69 74 86 91 100 105 7.86 56 20 22 25 28 31 35 38 40 46 48 53 55 64 70 79 87 92 101 60 21 22 24 27 30 33 36 39 41 47 49 56 64 68 72 81 93 94 66 22 22 24 26 30 32 36 37 40 43 48 52 58 65 70 74 83 84 44 24 29 34 39 46 52 55 60 67 74 74 87 98 105 116 135 137 48 24 28 32 38 40 47 53 57 61 68 69 81 97 103 107 118 129 139 9N@ 52 25 30 33 39 43 47 52 57 65 65 73 77 90 104 105 114 125 133 6.11 56 24 29 32 38 43 46 51 53 59 66 67 75 87 92 105 107 117 128 60 24 27 32 36 40 45 47 52 56 60 67 71 80 93 95 108 109 118 66 24 27 31 35 39 42 46 49 54 58 61 71 78 83 91 97 111 113 44 30 36 43 49 55 63 67 74 87 88 97 106 126 137 48 28 33 39 45 54 61 65 69 76 87 89 103 112 128 139 11N@ 52 27 34 37 44 52 55 62 66 73 77 88 99 105 115 131 142 5.00 56 27 33 39 42 48 54 60 64 68 77 80 93 102 107 118 134 146 60 26 31 37 40 47 49 58 64 67 72 77 82 95 108 110 121 137 148 66 26 31 36 39 45 50 54 60 65 68 74 82 97 98 113 117 126 141 48 21 23 27 29 33 35 39 43 44 49 51 57 63 69 76 87 89 94 52 21 22 27 28 31 33 36 40 44 45 47 52 60 65 69 77 85 90 5N@ 56 22 23 24 28 30 31 34 36 41 44 45 52 59 63 69 74 78 87 12.0060222324282932343540424549536066707580 66 24 24 24 26 30 30 33 35 36 38 42 47 51 56 61 67 72 73 72 25 25 25 25 27 30 31 35 36 37 39 45 48 56 56 63 69 70 48 20 24 29 32 36 38 41 47 49 56 60 67 72 80 93 93 112 113 52 20 23 28 30 33 37 39 46 48 50 57 62 69 78 80 94 94 113 6N@ 56 19 24 25 30 33 38 39 42 48 49 51 58 66 69 79 83 95 96 10.0060192324293234394043495057637075838396 66 19 23 24 27 32 32 34 40 42 44 50 52 61 65 69 77 84 85 72 22 22 24 27 28 33 34 36 41 43 44 52 54 63 68 71 75 87 48 24 29 34 39 43 49 56 57 64 72 72 80 93 112 123 125 136 148 52 23 29 31 37 40 48 50 57 58 66 72 81 94 103 114 125 127 139 8N@ 56 23 26 31 36 38 44 49 51 58 60 66 75 83 96 104 116 127 129 7.50 60 23 26 32 33 39 42 47 50 53 59 61 69 77 85 98 106 118 129 66 28 30 33 34 41 43 46 48 53 57 62 70 78 82 90 100 108 120 72 29 30 31 34 36 41 46 47 52 58 59 66 73 80 90 92 104 110 48 26 32 37 44 49 55 60 67 74 79 87 97 105 118 137 138 52 28 34 38 44 50 56 64 65 71 75 88 97 103 113 130 138 10N@ 56 27 33 37 43 46 51 58 66 65 72 76 90 104 105 123 131 143 6.00 60 25 31 37 39 45 51 57 60 66 70 73 86 93 104 111 126 134 66 27 32 37 42 49 51 56 62 65 72 74 85 95 102 120 122 134 145 72 26 32 33 38 42 47 50 55 59 66 69 74 83 96 98 111 111 121 48 33 39 46 53 59 68 75 86 87 97 102 111 135 52 31 37 45 51 57 65 69 76 88 89 98 104 118 139 12N@ 56 29 36 41 48 55 62 66 72 77 89 91 104 113 129 140 5.00 60 30 35 39 47 54 56 64 73 74 79 91 102 106 116 133 145 66 32 35 41 48 53 61 62 70 77 80 87 100 110 122 134 147 164 72 29 33 38 42 50 52 60 61 69 72 77 86 100 110 114 127 142 151 48 40 49 64 72 80 93 102 113 124 126 136 52 39 48 57 66 74 81 94 103 114 126 127 150 15N@ 56 38 46 53 67 71 80 83 96 104 116 127 140 153 4.00 60 38 42 51 60 68 76 83 89 98 106 118 132 144 66 35 41 49 55 62 70 81 87 87 103 110 123 136 153 167 72 35 44 46 55 64 66 77 85 90 93 106 125 139 142 160 171 ASD 55 60 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT LOAD ON EACH PANEL POINT -- KIPS 172 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)4 5 6 7 8 9 10 11 12 13 14 16 18 20 22 24 26 28 52 22 28 30 33 39 41 45 49 54 58 61 69 78 83 95 97 115 116 56 21 25 29 33 35 40 42 48 49 55 58 63 70 80 84 97 97 117 6N@ 60 23 24 29 32 34 39 41 44 50 50 56 64 71 76 82 92 98 99 10.83662224263133354042455151586573788387100 72 24 25 27 31 32 35 37 42 43 47 49 54 60 68 76 80 87 89 52 25 31 38 40 44 51 58 62 66 74 74 83 97 115 127 129 141 153 56 24 30 34 39 43 50 52 59 63 68 74 83 97 105 118 129 131 143 8N@ 60 23 28 33 39 41 47 51 53 60 68 69 77 85 99 108 119 130 133 8.12 66 24 28 33 35 42 44 49 52 56 63 63 75 80 89 101 110 122 124 72 38 39 39 39 42 45 47 52 56 58 65 73 78 89 92 104 113 125 52 30 32 38 44 49 58 62 67 74 79 83 97 116 128 129 142 153 56 26 32 39 42 48 53 59 68 68 76 81 98 106 118 130 142 144 155 9N@ 60 25 32 38 40 47 51 58 60 69 70 78 86 100 109 120 132 145 146 7.22 66 28 32 37 41 44 50 53 60 64 71 72 81 89 103 112 124 136 138 72 29 30 35 38 44 46 52 57 62 66 71 79 91 91 108 115 127 140 52 31 36 41 49 58 62 67 75 82 89 97 116 128 131 154 155 56 31 36 40 46 52 60 68 69 77 85 91 107 119 132 144 10N@ 60 29 34 40 44 51 57 61 70 74 78 87 100 109 122 134 146 6.50 66 27 34 39 43 50 54 60 65 72 74 82 90 103 113 125 138 140 163 72 27 33 37 44 47 52 56 62 67 75 76 87 93 110 127 129 141 143 52 33 39 45 52 59 67 75 83 89 98 106 118 131 153 56 32 39 44 51 60 64 69 77 85 91 99 119 132 144 156 11N@ 60 33 38 44 49 55 63 70 74 79 86 92 109 122 134 147 5.91 66 30 37 42 46 54 57 64 72 73 81 90 104 113 125 139 147 164 72 30 36 41 47 51 57 62 67 77 77 88 93 110 118 131 144 156 173 52 37 45 55 64 72 79 89 98 106 117 130 142 56 37 43 53 61 69 77 86 91 99 108 120 133 146 13N@ 60 35 41 50 58 64 71 77 85 93 100 108 131 134 158 5.00 66 34 41 49 53 62 70 75 80 87 93 102 122 134 137 161 72 34 41 46 53 58 64 72 78 85 90 90 113 127 138 141 170 56 24 25 30 35 39 43 46 51 56 57 64 71 83 88 102 102 110 121 60 23 26 30 33 37 43 44 50 52 57 61 66 73 85 90 102 105 111 7N@ 66 24 27 30 32 35 39 44 46 51 53 58 67 73 75 87 93 104 106 10.00722425293234384246475354606976788994102 78 25 26 28 31 34 37 40 43 47 49 50 58 63 71 78 83 90 96 84 24 27 29 31 35 37 39 42 44 49 51 57 65 69 72 80 85 94 56 26 31 37 40 45 53 56 61 67 72 75 88 102 110 122 128 60 25 30 35 39 45 47 54 61 65 70 73 89 99 105 114 129 131 9N@ 66 31 34 38 43 48 51 56 63 67 70 74 86 92 106 112 122 127 7.78 72 32 33 37 43 45 51 56 58 64 67 69 77 89 100 108 114 124 131 78 32 34 36 39 45 48 53 59 60 66 66 76 87 93 102 110 116 118 84 33 34 35 38 45 47 50 55 59 63 67 72 81 94 95 103 113 118 56 27 34 38 45 53 57 60 68 75 80 88 100 106 118 137 60 30 36 41 48 55 60 65 69 71 84 88 102 109 122 130 10N@ 66 29 35 42 44 51 55 62 66 70 73 85 91 105 109 123 132 7.00 72 30 34 38 43 47 52 59 63 66 69 78 88 94 106 112 127 133 78 30 33 37 40 46 51 55 61 65 71 71 79 94 96 108 115 130 137 84 31 33 36 40 47 49 55 57 63 70 72 80 92 98 109 112 121 133 56 32 41 45 51 60 64 71 83 87 89 102 108 127 138 60 30 39 44 50 57 65 66 73 85 89 90 104 114 129 11N@ 66 31 38 43 46 53 59 67 67 76 86 88 105 106 117 132 6.36 72 32 37 42 48 55 57 62 70 70 78 82 94 108 109 119 136 148 78 29 35 40 47 50 55 61 65 73 72 80 92 98 110 118 124 140 141 84 30 36 39 45 49 52 59 66 68 73 78 84 97 102 116 124 129 144 56 34 41 50 56 63 68 76 87 88 102 103 113 129 60 33 39 46 55 58 65 74 76 89 90 103 112 128 139 12N@ 66 32 37 45 48 55 63 67 76 78 90 92 105 115 130 143 5.83 72 32 37 42 48 55 61 65 69 77 80 89 102 107 119 135 148 78 30 36 42 48 51 56 64 70 72 80 84 97 106 113 123 141 151 84 30 36 40 45 51 53 61 68 73 77 83 89 102 115 118 128 144 151 56 36 44 53 63 71 75 87 96 102 111 120 137 60 37 43 54 61 69 75 88 89 99 103 112 128 14N@ 66 35 42 48 55 64 70 77 90 92 102 106 115 132 5.00 72 34 40 49 55 61 69 73 81 91 95 103 110 120 138 78 33 39 44 52 58 67 72 76 84 92 97 111 120 138 141 84 33 40 44 51 58 62 69 78 79 86 97 106 116 127 143 155 ASD 65 70 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT LOAD ON EACH PANEL POINT -- KIPS 173 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)4 5 6 7 8 9 10 11 12 13 14 16 18 20 22 24 26 28 56 29 33 40 43 49 55 61 65 73 79 82 95 115 116 128 140 152 60 26 32 38 42 48 51 58 63 70 75 80 92 97 116 118 130 142 153 8N@ 66 27 32 35 41 44 51 53 60 64 69 72 82 98 99 118 120 132 144 9.38 72 26 32 34 41 43 46 52 58 61 66 71 79 87 100 101 121 122 134 78 27 29 34 37 43 45 54 54 61 64 69 77 81 89 103 105 123 125 60 32 39 42 50 59 67 69 76 83 89 98 117 129 131 154 66 32 37 42 49 55 62 69 70 78 86 87 100 119 132 134 10N@ 72 30 36 42 45 54 57 63 72 73 81 86 101 111 123 136 138 7.50 78 31 35 39 46 48 56 63 66 74 75 82 91 105 114 127 139 152 84 31 36 39 45 49 55 59 65 69 77 78 94 95 110 128 131 143 156 60 38 43 51 59 68 76 84 90 98 106 118 131 144 66 35 42 50 55 62 70 79 87 90 100 110 122 135 148 12N@ 72 36 41 46 54 63 65 73 81 90 91 104 124 126 141 154 6.25 78 35 42 47 54 61 68 76 78 86 90 98 105 126 139 152 163 84 34 39 46 52 56 64 70 78 79 90 92 106 126 139 141 164 171 66 41 48 56 63 72 80 89 102 111 122 125 137 14N@ 72 41 46 52 61 70 75 84 95 101 110 121 134 148 5.36 78 37 44 53 61 68 76 80 89 98 103 107 125 139 151 84 38 44 52 57 64 71 79 86 92 100 108 127 130 153 171 90 37 42 50 58 66 73 77 87 94 94 110 119 142 144 173 176 66 41 52 60 69 77 85 98 106 118 120 132 146 15N@ 72 42 52 59 67 74 84 87 99 110 121 123 146 160 5.00 78 41 47 54 65 73 77 88 91 104 112 124 139 152 169 84 39 46 55 63 67 76 86 92 93 109 116 131 143 171 174 90 38 46 52 60 69 74 81 90 95 103 118 133 145 146 177 60 28 31 37 42 45 51 56 63 64 72 75 88 97 103 112 127 137 66 30 31 35 38 45 47 52 57 62 65 70 77 90 103 105 113 129 131 8N@ 72 29 32 33 38 41 46 48 53 59 63 68 76 87 92 106 108 116 126 10.0078303133374142475356606473818894109111118 84 30 32 35 37 39 43 48 52 56 59 63 71 79 83 96 98 112 114 90 53 54 56 56 57 57 58 60 63 67 70 79 79 90 95 103 105 118 60 31 35 41 47 53 60 68 75 76 88 97 103 112 129 139 66 31 35 39 46 52 55 62 70 75 78 90 100 107 115 132 142 10N@ 72 33 37 43 50 55 62 63 70 74 83 87 97 106 120 127 8.00 78 32 36 42 46 51 56 63 68 71 76 86 90 100 112 122 130 84 33 37 42 45 51 57 61 65 70 77 78 91 100 109 115 125 131 90 34 36 40 44 49 53 60 65 68 72 77 87 92 102 111 118 132 136 66 36 44 50 57 65 70 73 86 90 103 103 115 130 72 34 42 47 54 59 67 72 77 86 92 101 107 125 133 12N@ 78 33 39 46 53 60 65 69 79 80 88 94 108 114 129 136 6.67 84 34 38 47 49 56 63 70 72 79 83 92 99 111 121 138 140 90 36 39 44 50 56 59 66 72 74 82 86 101 113 116 125 143 149 96 34 37 43 50 54 60 68 71 75 79 85 98 104 117 120 130 147 156 66 39 47 57 64 73 77 89 98 103 109 113 129 72 38 46 54 59 67 76 79 91 101 106 106 125 143 14N@ 78 36 43 50 58 66 70 78 90 95 96 109 118 136 149 5.71 84 36 42 50 56 64 71 74 80 92 98 99 112 124 143 90 36 41 48 53 61 68 74 82 86 95 100 115 121 136 146 96 37 40 47 53 61 67 74 79 84 88 100 108 118 127 145 152 66 42 53 62 70 78 90 101 105 113 129 130 72 41 50 57 69 76 81 93 102 109 116 118 145 16N@ 78 41 49 58 66 73 83 91 96 104 112 120 137 149 5.00 84 39 45 54 61 69 76 84 97 100 109 115 126 143 90 39 46 54 62 70 74 80 86 101 102 114 119 144 155 96 40 46 55 58 68 73 81 88 94 106 110 121 133 155 164 ASD 75 80 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT LOAD ON EACH PANEL POINT -- KIPS 174 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)4 5 6 7 8 9 10 11 12 13 14 16 18 20 22 24 26 28 72 40 42 46 49 55 60 64 72 81 82 92 98 117 119 141 143 84 41 44 48 48 50 54 60 67 75 76 84 88 102 121 124 135 148 149 9N@9054555656575962657277858899105125128138 10.00 96 55 56 57 57 58 59 64 65 69 74 80 91 98 107 110 128 131 142 10255575758596062656974758795105112130133134 72 42 46 48 52 61 64 72 78 85 93 99 118 130 142 155 84 42 45 49 51 58 62 69 73 81 94 97 115 117 137 148 10N@9042465051566066 71 79 81 89 100 107 126 129 141 9.00 96 43 46 48 53 56 59 66 70 74 82 87 95 108 113 129 133 153 102 43 45 48 53 57 60 65 69 76 77 84 97 105 115 124 131 137 155 72 43 47 51 59 65 73 78 86 99 100 119 120 143 84 43 49 50 55 62 67 74 78 87 91 100 113 126 138 150 11N@904548515359667277859093107128129142 8.18 96 47 48 53 56 60 63 71 75 81 87 95 105 113 132 134 148 102 48 49 57 58 61 64 70 73 82 86 94 101 116 124 138 150 163 78 44 49 53 60 68 72 79 88 102 103 111 124 149 84 45 49 52 56 65 75 79 84 91 103 105 125 137 149 12N@90465052606875798889100106126128151152 7.50 96 46 48 52 58 63 72 76 82 90 93 103 110 129 132 153 156 108 45 49 55 56 64 66 76 81 85 92 97 107 115 135 137 160 168 78 47 54 66 75 82 94 99 120 121 133 145 148 84 49 54 62 68 76 86 97 103 122 124 125 149 15N@905052606978829099106125127140153 6.00 96 48 53 58 66 72 80 93 95 108 112 129 131 154 173 108 51 57 59 64 72 78 87 99 101 109 115 136 139 168 172 78 51 62 74 84 99 102 120 133 145 148 159 84 51 61 73 80 89 104 113 124 137 150 151 18N@90525870799093106126129142153166 5.00 96 53 58 68 78 87 95 108 113 131 133 144 158 108 57 59 64 76 85 95 103 113 120 127 139 151 172 78 45 49 52 55 58 62 68 75 79 91 92 106 115 131 140 84 47 50 53 55 58 61 69 72 77 81 93 102 109 118 133 143 10N@965556565762646874848687102116125126 10.00 102 55 56 57 58 61 64 66 73 77 86 89 100 106 121 127 133 108 56 57 58 59 61 64 67 70 76 80 87 92 106 107 127 130 78 48 53 56 62 70 74 86 92 97 105 112 124 84 48 52 55 63 68 72 84 88 98 99 107 126 133 12N@9647515558666775819193102111116131 8.33 102 48 52 55 58 62 69 73 79 90 94 95 113 118 133 141 108 48 51 55 59 62 70 72 76 85 92 97 106 117 123 139 149 78 53 56 67 75 86 91 104 106 115 125 133 84 53 56 61 69 78 88 94 107 113 118 128 15N@965256616872829399105114118133 6.67 102 53 56 60 66 74 83 85 97 102 116 117 125 144 108 53 56 59 65 73 77 87 99 103 104 118 123 140 149 84 53 58 69 72 80 92 106 107 117 127 133 96 53 57 63 71 75 85 98 100 115 115 124 140 16N@ 102 53 57 62 66 74 84 97 102 111 117 118 136 154 6.25 108 54 58 62 67 76 82 87 100 104 117 118 129 148 120 56 61 64 70 76 83 86 93 104 109 116 128 140 161 84 55 61 70 77 88 94 107 114 127 133 145 96 54 59 65 72 80 93 99 113 115 121 135 151 17N@ 102 55 59 66 73 79 87 98 102 118 118 127 144 5.88 108 55 60 65 69 78 87 91 105 107 119 120 140 160 120 56 62 67 71 78 87 93 100 110 112 125 133 149 168 84 55 61 70 81 94 102 109 118 134 144 96 55 60 65 72 84 97 100 114 120 124 140 18N@ 102 56 61 66 73 84 89 102 112 118 125 137 154 5.56 108 57 60 68 73 82 91 104 106 119 121 130 148 120 59 64 69 75 84 88 98 108 113 122 129 142 163 84 58 66 77 94 103 109 118 134 146 96 60 65 73 83 99 108 115 123 125 144 153 20N@ 102 59 65 71 80 89 103 114 121 129 147 147 5.00 108 60 67 71 80 89 106 110 123 126 134 149 164 120 68 73 90 101 108 113 123 133 152 155 166 182 200 ASD 90 100 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT LOAD ON EACH PANEL POINT -- KIPS 175 GIRDER JOIST GIRDER SPAN SPACES DEPTH (ft.)(ft.)(in.)4 5 6 7 8 9 10 11 12 13 14 16 18 20 22 24 26 28 84 54 58 61 65 69 73 82 83 94 99 100 120 143 144 96 62 62 63 65 69 72 81 82 91 97 98 107 125 10N@1086363646769727582869195105113131133 11.00 114 63 64 67 68 72 73 76 79 86 88 96 108 115 133 136 1206464666972747681838890100111128137140 84 58 62 66 70 74 84 88 101 109 120 122 144 96 57 62 66 70 74 79 88 92 101 107 125 127 151 12N@108586468727579849095106111132136158 9.171145965667175798489102106 107 126 134 156 158 120596267727479829196107109126135158161 84 60 66 71 76 84 97 102 122 123 134 147 96 60 65 69 74 83 95 100 105 124 125 136 150 14N@10860646972788799103108120128142155 7.8611461656974798493103105111124133157 1206066697480829096106109126135158160 96 62 68 72 79 89 104 106 125 126 147 149 1026367748089103108125127128152156 16N@ 108 64 68 73 81 83 95 104 110 127 130 142 158 6.88 114 65 70 74 80 86 95 105 111 114 132 135 161 162 12066697581889799109117135138152165 96 64 71 77 87 99 106 125 127 148 151 102 66 70 80 89 101 109 127 128 139 152 153 18N@ 108 66 71 77 83 94 106 111 129 131 144 157 6.11 114 67 73 79 85 97 107 113 132 134 137 159 163 1206874798891101110118136139152166 96 68 77 82 99 106 125 139 152 154 102 69 75 81 94 109 129 130 142 154 155 20N@ 108 69 77 83 94 106 114 132 133 145 157 169 5.50 114 69 77 86 91 101 115 134 135 147 160 161 1206672778393106113126128137154167 96 63 66 69 72 76 78 82 86 89 89 94 108 115 129 1026467697175798383869192110117131137 10N@10878798283838386919594100108126 12.00 114 78 79 82 83 83 84 86 91 90 95 95 109 127 128 1207981838484858688929297102113133 96 68 69 71 77 82 86 90 99 100 113 125 130 1026869727880858896101102116130 12N@108697072758186909199103105128134 10.00 114707071758286879295100130121135 120707172768084889293102107123133138 96 69 74 77 82 90 96 109 115 125 129 134 102707378848893103113118129132 15N@108707380859095101106115119133 8.0011470737883889398107117121122137 12072747884899499100110118124140 96 70 76 80 85 90 100 109 114 128 134 102707478869297110112120131137 16N@108707480859095100114120124133 7.50 114 70 73 81 86 91 96 101 107 117 122 135 145 12070757985909499103118119126147 96 71 77 85 89 95 109 116 129 136 1027278838797111113121138138 18N@ 108 72 79 84 88 94 101 115 121 156 157 6.67 114 72 76 85 90 96 102 116 117 123 136 143 120737784899599105118125129140 96 76 82 89 94 110 116 130 136 10275838792105114123140150 20N@ 108 75 81 88 94 101 115 121 135 142 152 6.00 114 77 82 87 93 103 113 119 128 138 146 12077849096102107121 124 133 148 150 96 83 90 96 111 121 136 102818899108118140151 24N@ 108 83 91 96 103 119 129 147 157 5.00 114 86 96 109 121 141 143 152 160 120 86 97 107 117 143 146 152 163 165 ASD 110 120 JOIST GIRDER WEIGHT -- POUNDS PER LINEAR FOOT LOAD ON EACH PANEL POINT -- KIPS Notes: 176 177 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS Adopted by the Steel Joist Institute April 7, 1931 Revised to May 18, 2010 - Effective December 31, 2010 SECTION 1 GENERAL 1.1 SCOPE The practices and customs set forth herein are in accordance with good engineering practice, tend to ensure safety in steel joist and Joist Girder construction, and are standard within the industry. There shall be no conflict between this code and any legal building regulation. This code shall only supplement and amplify such laws. Unless specific provisions to the contrary are made in a contract for the purchase of steel joists or Joist Girders, this code is understood to govern the interpretation of such a contract. 1.2 APPLICATION This Code of Standard Practice is to govern as a standard unless otherwise covered in the architects' and engineers' plans and specifications. 1.3 DEFINITIONS Add-Load. A single vertical concentrated load which occurs at any one panel point along the joist chord. This load is in addition to any other gravity loads specified. Bend-Check Load. A vertical concentrated load used to design the joist chord for the additional bending stresses resulting from this load being applied at any location between the joist panel points. This load shall already be accounted for in the specified joist designation load, uniform load, or Add-load and is used only for the additional bending check in the chord and does not contribute to the overall axial forces within the joist. An ideal use of this is for incidental loads which have already been accounted for in the design loading but may induce additional bending stress due to this load occurring at any location along the chord. Buyer. The entity that has agreed to purchase material from the manufacturer and has also agreed to the terms of sale. Erector. The entity that is responsible for the safe and proper erection of the materials in accordance with all applicable codes and regulations. Material. Steel joists, Joist Girders and accessories as provided by the seller. Owner. The entity that is identified as such in the contract documents. 178 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS Placement Plans. Drawings that are prepared depicting the interpretation of the contract documents requirements for the material to be supplied by the seller. These floor or roof plans are approved by the specifying professional, buyer, or owner for conformance with the design requirements. The seller uses the information contained on these drawings for final material design. A unique piece mark number is typically shown for the individual placement of the steel joists, Joist Girders and accessories along with sections that describe the end bearing conditions and minimum attachment required so that material is placed in the proper location in the field. Seller. A company certified by the Steel Joist Institute engaged in the manufacture and distribution of steel joists, Joist Girders and accessories. Specifying Professional. The licensed professional who is responsible for sealing the building contract documents, which indicates that he or she has performed or supervised the analysis, design and document preparation for the structure and has knowledge of the load-carrying structural system. Structural Drawings. The graphic or pictorial portions of the contract documents showing the design, location and dimensions of the work. These documents generally include plans, elevations, sections, details, connections, all loads, schedules, diagrams and notes. 1.4 DESIGN In the absence of ordinances or specifications to the contrary, all designs prepared by the specifying professional shall be in accordance with the Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption. 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 TESTS FOR K-SERIES STEEL JOIST CONSTRUCTION When a performance test on a joist is required, the following criteria shall be used: a) The performance test load shall be the maximum factored uniformly distributed downward design load for the selected joist. (1) For a K-Series joist, this is the TOTAL safe factored uniformly distributed load-carrying capacity tabulated in the Standard LRFD Load Table for the specific joist size and span. (2) For a K-Series joist with factored loading conditions other than found in the Standard LRFD Load Table, this is the LRFD Load Combination resulting in the highest uniformly distributed downward factored design load. (3) For a K-Series joist with loading conditions other than found in the Standard ASD Load Table, this is the ASD Load Combination resulting in the highest uniformly distributed downward design load multiplied times 1.50. b) Joist self-weight and the weight of all test materials shall be included in the calculation of applied performance test loading as appropriate for the joist during testing. c) Loading shall be uniformly distributed across the full length of the joist top chord, and the load application shall maintain uniform distribution throughout the test. At any stage during the application of the test loading, the test load shall not be distributed in such a manner as to result in any joist component being subjected to a higher proportion of force than intended by the joist design. 179 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS d) If tested as a panel assembly, the joists shall be tested in pairs with deck, deck attachments, and bridging installed per the approved joist and deck placement plans. All bottom chord horizontal bridging rows shall be terminated by bracing back to the top chord of the adjacent joist or by a lateral restraint system which does not inhibit the vertical deflection of the test joist. e) If tested singly, in a load test machine apparatus, the joist chords shall be braced to prevent lateral movement, without inhibiting vertical displacement. The joist top chord shall have lateral braces located at equal spacing of no more than 36 inches (914 mm) on center. The joist bottom chord shall have lateral braces located, at minimum, per the bottom chord bridging locations shown on the approved joist placement plan. f) The performance test loading shall be applied at a rate of no greater than 25 plf per minute and shall be sustained for no less than 15 minutes. After the maximum test load has been removed for a minimum of 10 minutes, the remaining vertical displacement at midspan shall not exceed 20% of the vertical midspan deflection sustained under the full performance test load. g) All costs associated with such testing shall be borne by the purchaser. h) Joists that have been designed and manufactured and have satisfied the above performance test criteria shall be considered to satisfy the intent of the K-Series Standard Specification, and shall be considered safe for use in construction. No further proof of strength of individual joist components or connections is required. SECTION 2 JOISTS, JOIST GIRDERS, AND ACCESSORIES 2.1 STEEL JOISTS AND JOIST GIRDERS Steel joists and Joist Girders shall carry the designations and meet the requirements of the Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption. K-Series joists are furnished with parallel chords only and with a standard end bearing depth of 2 1/2 inches (64 mm). Joist bearing seat depths greater than 2 1/2 inches (64 mm) are available when requirements warrant deeper bearing seats. Conditions where a bearing seat depth of more than 2-1/2 inches (64 mm) may be required include: x Sloped joists; x Mixing K-Series and LH-Series products at a common interior support; x Masonry supports with a steel bearing plate more than 1/2 inch (13 mm) from the face of the wall. LH- and DLH-Series joists are furnished either underslung or square ended, with top chords either parallel, pitched one way or pitched two ways. Underslung types are furnished with minimum end bearing depths as shown in Table 2-1. A standard maximum joist bearing seat width (perpendicular to the joist length) is provided. This width shall be permitted to vary based on the joist design and manufacturer. For sloped joist bearing seats refer to the sloped seat requirements tables in the Accessories and Details section of this catalog. Because LH- and DLH-Series joists may have exceptionally large end reactions, it is recommended that the supporting structure be designed to provide a nominal minimum unit bearing pressure of 750 pounds per square inch (5171 kilo Pascals). It is not recommended that a DLH-Series joist that exceeds 72 inches (1829 mm) deep and has a span greater than 80 feet (24384 mm) be used in a bottom bearing configuration. 180 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS TABLE 2-1 STANDARD END BEARING SEAT DEPTH AND STANDARD MAXIMUM SEAT WIDTH JOIST SERIES SECTION NUMBER*MINIMUM BEARING DEPTH MAXIMUM SEAT WIDTH** K ALL 2 ½” (64 mm) 6” (152 mm) LH/DLH 2 to 17, incl. 5” (127 mm) 8” (229 mm) DLH 18 to 20, incl. 7 ½” (191 mm) 12” (305 mm) DLH 21 to 25, incl. 7 ½” (191 mm) 13” (330 mm) *REFER TO LAST DIGIT(S) OF JOIST DESIGNATION **THE SEAT WIDTH MAY VARY BASED ON DESIGN Joist Girders are furnished either underslung or square ended with top chords either parallel, pitched one way or pitched two ways. Underslung types are furnished with a standard end bearing depth of 7 1/2 inches (191 mm). Joist Girders shall be permitted to have either parallel chords or a top chord pitch of up to 1/2 inch per foot (1:24). The nominal depth of a pitched Joist Girder is taken at the center of the span. Joist Girder bearing seat widths vary depending on the Joist Girder size and shall be permitted to be up to 13” (330 mm) wide. The supporting structural member shall be made wide enough to accommodate the seat widths. 2.2 JOIST LOCATION AND SPACING The maximum joist spacing shall be in accordance with the requirements of the Standard Specifications Load Tables & Weight Tables of latest adoption. Where sidewalls, wall beams or tie beams are capable of supporting the floor slab or roof deck, the first adjacent joists may be placed one full space from these members. Joists are provided with camber and may have a significant difference in elevation with respect to the adjacent structure because of this camber. This difference in elevation should be given consideration when locating the first joist adjacent to a side wall, wall beam or tie beam. Open Web Steel Joists, K-Series, should be placed no closer than 6 inches (152 mm) to supporting walls or members. Where partitions occur parallel to joists, there shall be at least one joist provided under each such partition, and more than one such joist shall be provided if necessary to safely support the weight of such partition and the adjacent floor, less the live load, on a strip of floor one foot (305 mm) in width. When partitions occur perpendicular to the joists, they shall be treated as concentrated loads, and joists shall be investigated as indicated in Section 6.1. 2.3 SPECIFYING DESIGN LOADS Neither the Steel Joist Institute nor the joist manufacturer establishes the loading requirements for which structures are designed. The specifying professional shall provide the nominal loads and load combinations as stipulated by the applicable code under which the structure is designed and shall provide the design basis (ASD or LRFD). The specifying professional shall calculate and provide the magnitude and location of ALL JOIST and JOIST GIRDER LOADS. This includes all special loads (drift loads, mechanical units, net uplift, axial loads, moments, structural bracing loads, or other applied loads) which are to be incorporated into the joist or Joist Girder design. For Joist Girders, reactions from supported members shall be clearly denoted as point loads on the Joist Girder. When necessary to clearly convey the information, a Load Diagram or Load Schedule shall be provided. 181 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS The specifying professional shall give due consideration to the following loads and load effects: 1. Ponded rain water. 2. Accumulation of snow in the vicinity of obstructions such as penthouses, signs, parapets, adjacent buildings, etc. 3. Wind. 4. Type and magnitude of end moments and/or axial forces at the joist and Joist Girder end supports shall be shown on the structural drawings. For moment resisting joists or Joist Girders framing at or near the top of a column, due consideration shall be given to extend the column length to allow a plate type connection between the top of the joist or Joist Girder top chord and the column. Avoid transferring joist or Joist Girder end moments and axial forces through the bearing seat connection. A note shall be provided on the structural drawings stating that all moment resisting joists shall have all dead loads applied to the joist before the bottom chord struts are welded to the supporting connection whenever the moments provided do not include dead load. The top and bottom chord moment connection details shall be designed by the specifying professional. The joist designer shall furnish the specifying professional with the joist detail information if requested. The nominal loads, as determined by the specifying professional, shall not be less than that specified in the applicable building codes. Where concentrated loads occur, the magnitude and location of these concentrated loads shall be shown on the structural drawings when, in the opinion of the specifying professional, they shall require consideration by the joist manufacturer. For nominal concentrated loads, which have been accounted for in the specified uniform design loads, a “strut” to transfer the load to a panel point on the opposite chord shall not be required provided that the sum of the concentrated loads within a chord panel does not exceed 100 pounds and the attachments are concentric to the chord. (a) Specifying Joist Design Loads The Steel Joist Institute Load Tables are based on uniform loading conditions and are valid for use in selecting joist sizes for gravity loads that can be expressed in terms of "pounds per linear foot" (kiloNewtons per meter) of joist. The specifying professional shall use one of the five options described below that allows: - The estimator to price the joists. - The joist manufacturer to design the joists properly. - The owner to obtain the most economical joists. Option 1: Select a joist designation from the Standard Load Table (or specify a joist type using a uniform load in the designation) which has been determined to be adequate for all design loads. The shear and moment envelope resulting from the selected uniform load shall meet the actual shear and moment requirements. Thus, this option alone may not be adequate if large concentrated loads need to be designed for. Option 2: Select a joist designation from the Standard Load Table (or specify a joist type using a uniform load in the designation) and also provide the load and location of any additional loads on the structural plan with a note “Joist manufacturer shall design joists for additional loads at locations shown.” This option works well for a few added loads per joist with known magnitude and locations. 182 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS Option 3: For additional point loads with exact locations not known along the joist or for incidental loads, any one, or both, of the following can be specified on the structural plan in addition to option 1 or 2 above: a) “Design for a (__) lb. concentrated load located at any one panel point along the joist”. This is referred to as an “Add-Load”. b) “Design for additional bending stresses resulting from a (__) lb. concentrated load located at any location along (____) chord”. This is referred to as a “Bend-Check” and can be specified on top chord, bottom chord, or both top and bottom chords. This can be used when the concentrated load is already accounted for in the joist designation, uniform load, or specified Add-Load yet this specified amount of load shall be permitted to also be located at any location between panel points. The additional bending stresses as a result of this load are then designed for. A Bend-Check load shall not exceed (Add-Load + 400 lbs.) A Bend-Check load can be specified by itself without an Add-Load. c) Both (a) and (b) above can be specified with equal concentrated loads for each; or simply denote “Design joist for a (__) lb. concentrated load at any location along the (___) chord.” Example uses: - Specifying professional selects a standard joist capable of carrying a 500 lb. RTU. However, the location and exact frame size is not yet known but the frame load shall result in two- 250 lbs. point loads at least 5’-0” apart. Specify a 250 lb. Bend-Check - Standard joist specified but not selected for 500 lb. RTU load, location not known. Specify a 500 lb. Add- Load and 250 lb. Bend-check. - Standard SJI joist selected to carry collateral load of 3 psf. Specifying professional wants bending from 150 lb. incidental loads to also be designed for. Specify a 150 lb. Bend-Check. Option 4: Select a KCS joist using moment and end reaction without specifying added loads or diagrams. This option works well for concentrated loads for which exact locations are not known or for multiple loading. a) Determine the maximum moment. b) Determine the maximum end reaction (shear). c) Select the required KCS joist that provides the required moment and end reaction (shear). Note that the top chord end panel is designed for axial load based on the force in the first tension web, which is based on the specified end reaction. A uniform load of 825 plf (12030 N/m) LRFD or 550 plf (8020 N/m) ASD is used to check end panel bending. If the end panel loading exceeds this, reduce the joist spacing or go to Option 5. d) Specify on the structural drawings that an extra web shall be field applied at all concentrated loads not occurring at panel points. 183 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS OPTION 4 - ASD EXAMPLE 1: OPTION 4 - LRFD EXAMPLE 1: U.S. CUSTOMARY UNITS AND (METRIC UNITS) U.S. CUSTOMARY UNITS AND (METRIC UNITS) M = 625 k-in. (70.6 kN-m) RL = 5600 lbs (24.9 kN), RR = 5000 lbs (22.2 kN) Select a 22KCS3, M = 658 k-in. (74.3 kN-m) R = 6600 lbs (29.3 kN) Bridging section no. 9 for L = 40 ft. (12192 mm) Use 22K9 to determine bridging and stability requirements. Since a standard KCS Joist can be selected from the load table a load diagram is not required. M = 938 k-in. (105.9 kN-m) RL = 8400 lbs (37.37 kN), RR = 7500 lbs (33.36 kN) Select a 22KCS3, M = 987 k-in. (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. 184 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS OPTION 4 - ASD EXAMPLE 2: OPTION 4 - LRFD EXAMPLE 2: U.S. CUSTOMARY UNITS AND (METRIC UNITS) U.S. CUSTOMARY UNITS AND (METRIC UNITS) M = 443 k-in. (50.1 kN-m) RL = 5000 lbs (22.24 kN), RR = 5340 lbs (23.75 kN) Select a 22KCS2, M = 488 k-in. (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. M = 664 k-in. (75.03 kN-m) RL = 7500 lbs (33.36 kN), RR = 8010 lbs (35.63 kN) Select a 22KCS2, M = 732 k-in. (82.64 kN-m) R = 8850 lbs (39.3 kN) Bridging section no. 6 for L = 30 ft. (9144mm) 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. 185 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS OPTION 4 - ASD EXAMPLE 3: OPTION 4 - LRFD EXAMPLE 3: U.S. CUSTOMARY UNITS AND (METRIC UNITS) U.S. CUSTOMARY UNITS AND (METRIC UNITS) M = 2910 k-in. (328.8 kN-m) RL = RR = 14000 lbs (62.28 kN) 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 k-in. (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 k-in. (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 a LH-Series Joist. See OPTION 5. M = 4365 k-in. (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). OPTION A: Use double joists each having a minimum moment capacity, M = 2183 k-in. (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 k-in. (288.7 kN-m), R = 13800 lbs (61.3 kN). Bridging section no. 12 for L = 55 ft. (16764 mm) Use 28K12 to determine bridging and stability requirements. OPTION B: Select a LH-Series Joist. See OPTION 5. Option 5: Specify a SPECIAL joist designation when the joist includes more complex loading or for conditions which need consideration of multiple potentially controlling load combinations. a) Provide a load diagram and/or enough information on the drawings to clearly define ALL loads. b) If the loading criteria are too complex to adequately communicate on the drawings or with a simple load diagram, then the specifying professional shall provide a load schedule along with the appropriate load combinations. Regardless of where the loads are shown, unfactored design loads broken down by load categories shall be provided in order to design the joists correctly with applicable load combinations. Place the designation (e.g. 28K SP or 28LH SP) with the following note: “Joist manufacturer to design joist to support loads as shown.” 186 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST OPTION 5 - ASD EXAMPLE: OPTION 5 - LRFD EXAMPLE: U.S. CUSTOMARY UNITS AND (METRIC UNITS) U.S. CUSTOMARY UNITS AND (METRIC UNITS) Load diagram per ASCE 7 2.4.1(3), D + S Unfactored Load diagram per ASCE 7 2.3.2(3), 1.2D+1.6S PLEASE NOTE THE LOAD COMBINATIONS SHOWN ARE FOR REFERENCE EXAMPLES ONLY. CAUTION FOR OPTIONS 1 thru 5 ABOVE: 1. If a K-Series joist is being specified, 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 use additional joists to reduce the loading or use an LH-Series joist and make provisions for 5 inch (127 mm) deep bearing seats. 2. If the joist has not been designed for localized accumulation of loads which results in a point or concentrated load, this load attachment shall be made at top or bottom chord panel points. Therefore, specify on the structural drawings, “Where concentrated loads do not occur at panel points, an extra web shall be field applied from the point of attachment to a panel point on the opposite chord”. (b) Specifying Joist Girder Design Loads The Steel Joist Institute’s Design Guide ASD or LRFD Weight Tables for Joist Girders are based on uniformly spaced panel point loading conditions and are valid for use in selecting Joist Girder sizes for gravity conditions that can be expressed in kips (kiloNewtons) per panel point on the Joist Girder. Note that anything other than point loads shall be shown unfactored or in a schedule. For a given Joist Girder span, the specifying professional first determines the number of joist spaces. Then the panel point loads are calculated and a depth is selected. The information provided in the tables gives 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 support 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 shall 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. 4. Live load deflection rarely governs because of the relatively small span to depth ratios of Joist Girders. However, it is recommended that a breakdown of the point loads, by load category (i.e. TL/LL), be provided so specified deflection requirements and load combinations can be properly accounted for in design. SNOW LOAD = 180 lb/ft (2.63 kN/m) DEAD LOAD = 60 lb/ft (0.88 kN/m) 8’-0” (2.44 m) 6’-0” (1.83 m) 3’-0” (0.91 m) 500 lbs DL (2.22 kN) 160 lb/ft SL (2.34 kN/m) 18” (457 mm) 7’-0” (2.13 m) 800 lbs DL (3.56 kN) 30’-0” (9.14 m) RL RR 32LH SP Joist manufacturer to design joist to support unfactored loads as shown above. SNOW LOAD = 180 lb/ft (2.63 kN/m) DEAD LOAD = 60 lb/ft (0.88 kN/m) 8’-0” (2.44 m) 6’-0” (1.83 m) 3’-0” (0.91 m) 500 lbs (2.22 kN) 160 lb/ft (2.34 kN/m) 18” (457 mm) 7’-0” (2.13 m) 800 lbs (3.56 kN) 30’-0” (9.14 m) RL RR 32LH SP Joist manufacturer to design joist to support loads as shown above. 300 lbs (1.33 kN) 300 lbs DL (1.33 kN) CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS 187 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST Example using Allowable Strength Design (ASD) and U. S. Customary units: Example using Load and Resistance Factor Design (LRFD) and U. S. Customary units: 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. Contact joist 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 factored concentrated load at top chord panel 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 panel, 12.0K 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 shall 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 verify that the weight is not greater than the weight assumed in the Dead Load above. 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) Total Load = 66 psf (factored) Note: Web configuration may vary from that shown. Contact joist manufacturer if exact layout must be known. 1. Determine number of actual joist spaces (N). In this example, N = 8. 2. Compute total factored load: Total load = 5.25 x 66 psf = 346.50 plf 3. Joist Girder Section: (Interior) a) Compute the factored concentrated load at top chord panel 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 panel, 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 shall 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 44G8N18.0F as 49 pounds per linear foot. The designer should verify that the weight is not greater than the weight assumed in the Dead Load above. CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS 188 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST (c) Load Schedule Example LOAD SCHEDULE (All Loads are to be shown as unfactored) MARK DESIGNATION (1) ( TL/LL ) Joists: (plf) Girders: (kips) LOADING (2) W WIND ADD-LOAD(6) BEND-CHECK(7) REMARKS DL(3) (plf) LL(4) or Lr/S/R (plf) DOWN WARD (plf) NET(5) UPLIFT (plf) TL/LL (kips) D TC (kips) D BC (kips) J1 J2 J3 G1 18KSP 24K7SP 28LHSP 36G5N6.5K/3.5K 120 85 110 185 155 355 95 180 175 360 1.0/0.6 0.5 0.3 Axial Loads Wind Moments Drift Loads, see diagram End Moments (1) Joist designation loads include all uniform gravity loads. Provide both Total and Live loads. (2) Loading values are not required if designation loading values are correct for deflection and load combinations. (3) When standard SJI designations are used, the design Dead Load is required for load combinations with Wind or Seismic. (4) The Floor or Roof Live load, Snow, or Rain load. (5) When Net Uplift is specified for simple loading, it shall already take into account possible reduced Dead Loading present in order to create the largest Net uplift load combination. For more complex loading or when the Dead Load varies greatly for use in load combinations below, Gross uplift should be specified with the minimum and maximum Dead Loading values clearly defined. If the uplift cannot be assigned in pounds per lineal foot, a diagram can be shown for joist loading using pounds per square foot. (6) A concentrated load applied at any panel point on both the top chord and bottom chord. (7) Chord members shall be designed for additional bending stresses created by this concentrated Total load. 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 = L/360 = .in40.1360 1242 ǻ >@475029000384 124212500.1515.1 IE384 Lw515.1 44 »»¼ º ««¬ ª = 0.88 in. <1.40 in., Okay e) Check live load deflection: Live load = 30 psf x 50 ft. = 1500 plf Approximate Joist Girder moment of inertia = 0.018 NPLd = 0.018 x 8 x 17.4 x 42 x 44 = 4630 in.4 Allowable deflection for plastered ceilings = L/360 = .in40.1360 1242 ǻ >@463029000384 124212500.1515.1 IE384 Lw515.1 44 »»¼ º ««¬ ª = 0.90 in. <1.40 in., Okay CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS 189 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST When lateral moments are specified, continuity moments shall also be specified. A Load Schedule which shows a complete breakdown of all loads by Load Category may be required. When special loads as shown in the tables above are specified, the load combinations to be used for joist and Joist Girder design shall be provided. Two examples showing how to list load combinations are shown below: ASD example- Basic Load Combinations LRFD example - Basic Load Combinations 1. D 1. 1.4D 2. D + L 2. 1.2D + 1.6L + 0.5(Lr or S or R) 3. D + (Lr or S or R) 3. 1.2D + 1.6(Lr or S or R) + (1.0L or 0.8W) 4. D + 0.75L + 0.75(Lr or S or R) 4. 1.2D + 1.6W + 1.0L + 0.5(Lr or S or R) 5. D + (W or 0.7E) 5. 1.2D + 1.0E + 1.0L + 0.2S 6. D + 0.75(W or 0.7E) + 0.75L + 0.75(Lr or S or R) 6. 0.9D + 1.6W 7. 0.6D + W 7. 0.9D + 1.0E 8. 0.6D + 0.7E Special Seismic Load Combinations Special Seismic Load Combinations 9. D + 0.7Em 8. 1.2D + 1.0L + Em 10. D + 0.525Em + 0.75L + 0.75(Lr or S or R) 9. 0.9D + Em 11. 0.6D + 0.7Em 2.4 SLOPED END BEARINGS 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 shall be permitted to not be beveled for slopes of 1/4 inch or less in 12 inches (1:48). 2.5 JOIST AND JOIST GIRDER EXTENSIONS Steel joist and Joist Girder extensions shall be in accordance with the requirements of the Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption. The magnitude and location of the loads to be supported, deflection requirements, and proper bracing of joist or Joist Girder Top Chord Extensions (S Type), Extended Ends (R Type) or full depth cantilever ends shall be clearly indicated on the structural drawings. MARK DESIGNATION (1) ( TL/LL ) Joists: (plf) Girders: (kips) MIN. I (in.*4) AXIAL END MOMENTS TRANSFER DETAILS @ GRIDS W WIND (kips) E SEISMIC (kips) Em (kips) LIVE LOAD CONTINUITY MOMENTS (k-ft.) LATERAL MOMENTS (k-ft.) W WIND E Em LEFT RIGHT LEFT RIGHT LEFT RIGHT LEFT RIGHT J1 J2 G1 18KSP 24K7SP 36G5N6.5K/3.5K 985 W=18.0 E=21.8 40 75 40 95 35 55 35 60 9/S8 @ 4 11/S8 @ B,C CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS 190 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS 2.6 CEILING EXTENSIONS Ceiling extensions shall be furnished to support ceilings which are to be attached to the bottom of the joists. They are not furnished for the support of suspended ceilings. The ceiling extension shall be either an extended bottom chord element or a loose unit, whichever is standard with the manufacturer, and shall be of sufficient strength to properly support the ceiling. 2.7 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. (b) For K- and LH-Series joists horizontal bridging is recommended for spans up to and including 60 feet (18288 mm) except where the Steel Joist Institute Standard Specifications Load Tables & Weight Tables require bolted diagonal bridging for erection stability. LH- and DLH-Series joists exceeding 60 feet (18288 mm) in length shall have bolted diagonal bridging for all rows. Refer to Section 6 in the K-Series Standard Specification and Section 105 in the LH/DLH-Series Standard Specification for erection stability requirements. Refer to Appendix B for OSHA steel joist erection stability requirements. Horizontal bridging shall consist of continuous horizontal steel members designed per the applicable K-Series Standard Specification Section 5 or Section 104 in the LH/DLH-Series Standard Specification. The material sizes shown in Tables 2.7-1a and 2.7-1b meet the criteria. Alternately, or for “load/load” designation joists, Table 2.7-1c provides the maximum horizontal bridging force, Pbr, for various combinations of joist spacing and bridging angle size. (c) Diagonal cross bridging consisting of angles or other shapes connected to the top and bottom chords of K-, LH-, and DLH-Series joists shall be used when required by the Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption. Diagonal bridging, when used, shall be designed per the applicable K-Series Standard Specification Section 5 or Section 104 in the LH/DLH-Series Standard Specification. When the bridging members are connected at their point of intersection, the material sizes listed in Table 2.7-2 and Table 2.7-3 shall meet the above specifications. For LH/DLH-Series joists, where the joist spacing is less than 70 percent of the joist depth, bolted horizontal bridging shall be provided in addition to the diagonal bridging, as shown in Table 2.7-3. (d) When bolted diagonal erection bridging is required, the following shall apply: 1. The bridging shall be indicated on the joist placement plan. 2. The joist placement plan shall be the exclusive indicator for the proper placement of this bridging. 3. Shop installed bridging clips, or functional equivalents, shall be provided where the bridging bolts to the steel joist. 4. When two pieces of bridging are attached to the steel joist by a common bolt, the nut that secures the first piece of bridging shall not be removed from the bolt for the attachment of the second piece. 5. Bridging attachments shall not protrude above the top chord of the steel joists. 6. See Table 2.7-4 for bolt sizes that meet the connection requirements of the K-Series Standard Specification Section 5 and the LH/DLH-Series Standard Specification Section 104. 191 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS TABLE 2.7-1a K-SERIES JOISTS MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGING JOIST SECTION NUMBER* Bridging Force Pbr BRIDGING MATERIAL SIZE** Equal Leg Angles 1 x 7/64 (25 x 3 mm) r = 0.20” (5.08 mm) 1-1/4 x 7/64 (32 x 3 mm) r = 0.25” (6.35 mm) 1-1/2 x 7/64 (38 x 3 mm) r = 0.30” (7.62 mm) 1-3/4 x 7/64 (45 x 3 mm) r = 0.35” (8.89 mm) 2 x 1/8 (52 x 3 mm) r = 0.40” (10.16 mm) 2-1/2 x 5/32 (64 x 4 mm) r = 0.50” (12.70 mm) lbs (N) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) 1 to 8, incl. 340 (1512) 5’- 0” (1524) 6’- 3” (1905) 7’- 6” (2286) 8’- 7” (2616) 10’- 0” (3048) 12’- 6” (3810) 9 to 10, incl. 450 (2002) 4’- 4” (1321) 6’- 1” (1854) 7’- 6” (2286) 8’- 7” (2616) 10’- 0” (3048) 12’- 6” (3810) 11 to 12, incl 560 (2491) 3’- 11” (1194) 5’- 6” (1676) 7’- 3” (2210) 8’- 7” (2616) 10’- 0” (3048) 12’- 6” (3810) *Refer to last digit(s) of Joist Designation **Connection to joist shall resist a nominal unfactored 700 pound force (3114 N) 192 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS TABLE 2.7-1b LH-SERIES JOISTS MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGING SPANS OVER 60 ft. (18.3 m) REQUIRE BOLTED DIAGONAL BRIDGING Joist Section Number* Force Pbr lbs (N) BRIDGING MATERIAL SIZE** Equal Leg Angles 1 x 7/64 (25 x 3 mm) r = 0.20” (5.08 mm) 1-1/4 x 7/64 (32 x 3 mm) r = 0.25” (6.35 mm) 1-1/2 x 7/64 (38 x 3 mm) r = 0.30” (7.62 mm) 1-3/4 x 7/64 (45 x 3 mm) r = 0.35” (8.89 mm) 2 x 1/8 (52 x 3 mm) r = 0.40” (10.16 mm) 2-1/2 x 5/32 (64 x 4 mm) r = 0.50” (12.70 mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) 02 to 03, incl. 400 (1779) 4’–7” (1397) 6’–3” (1905) 7’–6” (2286) 8’–9” (2667) 10’–0” (3048) 12’–6” (3810) 04 to 05, incl. 550 (2447) 3’–11”(1194) 5’–6” (1676) 7’–4” (2235) 8’–9” (2667) 10’–0” (3048) 12’–6” (3810) 06 to 08, incl. 750 (3336) 4’–9” (1448) 6’–3” (1905) 7’–11” (2413) 10’–0” (3048) 12’–6” (3810) 09 850 (3781) 4’–5” (1346) 5’–10” (1778) 7’–5” (2261) 9’–9” (2972) 12’–6” (3810) 10 900 (4003) 4’–4” (1321) 5’–8” (1727) 7’–3” (2210) 9’–5” (2870) 12’–6” (3810) 11 950 (4226) 4’–2” (1270) 5’–7” (1702) 7’–0” (2134) 9’–2” (2794) 12’–6” (3810) 12 1100 (4893) 3’-11” (1194) 5’–2” (1575) 6’–8” (2032) 8’–6” (2591) 12’-6” (3810) 13 1200 (5338) 3’-9” (1143) 4’–11” (1499) 6’–3” (1905) 8’-2” (2489) 12-6” (3810) 14 1300 (5783) 4’-9” (1448) 6’-0” (1829) 7’-10” (2388) 12’-4” (3759) 15 1450 (6450) 4’-6” (1372) 5’-8” (1727) 7’-5” (2261) 11’-8” (3556) 16 to 17, incl. 1850 (8229) 4’-0” (1219) 5’-0” (1524) 6’-7”(2007) 10’-4” (3150) 18 to 20, incl. 2000 (8896) 3’-10” (1168) 4’-10” (1473) 6’-4” (1930) 9’-11” (3023) 21 to 22, incl. 2500 (11120 ) 4’-4” (1321) 5’-8” (1727) 8’-10” (2692) 23 to 24, incl. 3100 (13789 ) 3’-10” (1168) 5’-1” (1549) 7’-11” (2413) 25 3500 (15569 ) 4’-9”(1448) 7’-6” (2286) * Refer to last two digit(s) of Joist Designation ** Connection to joist shall resist force listed in Table 104.5-1 193 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS TABLE 2.7-1c MAXIMUM BRIDGING FORCE (Pbr) FOR HORIZONTAL BRIDGING (lbs) JOIST BRIDGING ANGLE SIZE (EQUAL LEG ANGLE) SPACING 1 x 7/64 1¼ x 7/64 1½ x7/64 1¾ x 7/64 2 x 1/8 2½ x 5/32 3 x 3/16 (ft.-in.) r = 0.20" r = 0.25" r = 0.30" r = 0.35" r = 0.40" r = 0.50" r = 0.60" 2’-0” 2150 3960 5600 2’-6” 1370 2730 4410 5910 3’-0” 950 1890 3290 4850 3’-6” 700 1390 2420 3840 6180 4’-0” 530 1060 1850 2960 5030 4’-6” 420 840 1460 2340 4000 5’-0” 340 680 1180 1890 3240 5’-6” - 560 980 1560 2670 6’-0” - 470 820 1310 2250 5490 6’-6” - - 700 1120 1910 4680 7’-0” - - 600 960 1650 4030 7’-6” - - 520 840 1440 3510 8’-0” - - - 740 1260 3090 8’-6” - - - 650 1120 2740 5680 9’-0” - - - - 1000 2440 5060 9’-6” - - - - 890 2190 4540 10’-0” - - - - 810 1970 4100 10’-6” - - - - - 1790 3720 11’-0” - - - - - 1630 3390 11’-6” - - - - - 1490 3100 12’-0” - - - - - 1370 2850 194 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS TABLE 2.7-2 K, LH, and DLH SERIES JOISTS MAXIMUM JOIST SPACING FOR DIAGONAL BRIDGING JOIST DEPTH BRIDGING ANGLE SIZE – (EQUAL LEG ANGLE) 1 x 7/64 (25 x 3 mm) r = 0.20” (5.08 mm) 1-1/4 x 7/64 (32 x 3 mm) r = 0.25” (6.35 mm) 1-1/2 x 7/64 (38 x 3 mm) r = 0.30” (7.62 mm) 1-3/4 x 7/64 (45 x 3 mm) r = 0.35” (8.89 mm) 2 x 1/8 (50 x 3 mm) r = 0.40” (10.16 mm) 2 ½ x 5/32 (64x 4 mm) r=0.50” (12.70 mm) 3 x 3/16 (76 x 5 mm) r = 0.60” (15.24 mm) 3 ½ x 1/4 (89 x 6 mm) r = 0.70” (17.78 mm) in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) 12” (305) 14” (356) 16” (406) 18” (457) 20” (508) 22” (559) 24” (610) 26” (660) 28” (711) 30” (762) 32” (813) 36” (914) 40” (1016) 44” (1118) 48” (1219) 52” (1321) 56” (1422) 60” (1524) 64” (1626) 68” (1727) 72” (1829) 80” (2032) 88” (2235) 96” (2438) 104” (2642) 112” (2845) 120” (3048) 6’-7” (2007) 6’-6” (1981) 6’-6” (1981) 6’-6” (1981) 6’-5” (1955) 6’-4” (1930) 6’-4” (1930) 6’-3” (1905) 6’-3” (1905) 6’-2” (1879) 6’-1” (1854) 5’-11”(1803) 5’-9”(1753) 5’-6”(1676) 5’-4”(1626) 5’-0”(1524) 4’-9”(1448) 4’-4”(1321) ** ** ** ** 8’-3” (2514) 8’-3” (2514) 8’-2” (2489) 8’-2” (2489) 8’-2” (2489) 8’-1” (2463) 8’-1” (2463) 8’-0” (2438) 8’-0” (2438) 7’-11 (2413) 7’-10”(2387) 7’-9” (2362) 7’-7” (2311) 7’-5” (2260) 7’-3” (2209) 7’-1”(2159) 6’-10”(2083) 6’-8”(2032) 6’-4”(1931) 6’-1”(1854) 5’-9”(1753) 5’-0”(1524) ** ** 9’-11”(3022) 9’-11”(3022) 9’-10”(2997) 9’-10”(2997) 9’-10”(2997) 9’-10”(2997) 9’-9” (2971) 9’-9” (2971) 9’-8” (2946) 9’-8” (2946) 9’-7” (2921) 9’-6” (2895) 9’-5” (2870) 9’-3” (2819) 9’-2” (2794) 9’-0” (2743) 8’-10”(2692) 8’-7” (2616) 8 -5” (2565) 8’-2” (2489) 8’-0” (2438) 7’-5”(2260) 6’-9”(2058) 6’-0”(1829) ** ** 11’-7” (3530) 11’-7” (3530) 11’-7” (3530) 11’-6” (3505) 11’-6” (3505) 11’-6” (3505) 11’-5” (3479) 11’-5” (3479) 11’-5” (3479) 11’-4” (3454) 11’-4” (3454) 11’-3” (3429) 11’-2” (3403) 11’-0” (3352) 10’-11”(3327) 10’-10” (3302) 10’-8” (3251) 10’-6” (3200) 10’-4” (3149) 10’-2” (3098) 10’-0” (3048) 9’-6” (2895) 9’-0” (2743) 8’-5” (2565) 7’-9” (2362) 7’-0” (2134) ** 13’-3”(4038) 13’-3”(4038) 13’-3”(4038) 13’-3”(4038) 13’-2”(4013) 13’-2”(4013) 13’-2”(4013) 13’-1”(3987) 13’-1”(3987) 13’-1”(3987) 13’-0” (3962) 12’-11”(3973) 12’-10”(3911) 12’-9” (3886) 12’-8” (3860) 12’-7” (3835) 12’-5” (3784) 12’-4” (3759) 12’-2” (3708) 12’-0” (3657) 11’-10”(3606) 11’-6” (3505) 11’-1” (3378) 10’-8”(3251) 10’-1”(3073) 9’-6”(2895) 8’-9”(2667) 16’-7”(5055) 16’-7”(5055) 16’-7”(5055) 16’-7”(5055) 16’-7”(5055) 16’-6”(5029) 16’-6”(5029) 16’-6”(5029) 16’-6”(5029) 16’-5”(5004) 16’-5”(5004) 16’-4”(4979) 16’-4”(4979) 16’-3”(4953) 16’-2”(4928) 16’-1”(4902) 16’-0”(4877) 15’-10”(4826) 15’-9” (4801) 15’-8” (4775) 15’-6” (4724) 15’-3” (4648) 14’-11”(4546) 14’-7” (4445) 14’-2” (4318) 13’-9” (4191) 13’-4”(4064) 19’-11”(6070) 19’-11”(6070) 19’-11”(6070) 19’-11”(6070) 19’-11”(6070) 19’-11”(6070) 19’-10”(6045) 19’-10”(6045) 19’-10”(6045) 19’-10”(6045) 19’-9”(6020) 19’-9”(6020) 19’-8”(5994) 19’-7”(5969) 19’-7”(5969) 19’-6”(5943) 19’-5”(5918) 19’-4”(5893) 19’-3”(5867) 19’-2”(5842) 19’-1” (5816) 18’-10”(5740) 18’-7” (5664) 18’-4” (5588) 18’-0” (5486) 17’-8” (5385) 17’-3” (5258) 23’-3”(7086) 23’-3”(7086) 23’-3”(7086) 23’-3”(7086) 23’-3”(7086) 23’-3”(7086) 23’-3”(7086) 23’-2”(7061) 23’-2”(7061) 23’-2”(7061) 23’-2”(7061) 23’-1”(7035) 23’-1”(7035) 23’-0”(7010) 22’-11”(6985) 22’-11”(6985) 22’-10”(6960) 22’-9”(6935) 22’-8”(6909) 22’-7”(6884) 22’-6” (6858) 22’-4” (6807) 22’-1” (6731) 21’-11”(6680) 21’-8” (6604) 21’-4” (6503) 21’-1” (6426) **INTERPOLATION BELOW THE MINIMUM VALUES SHOWN IS NOT ALLOWED. SEE TABLE 2.7-3 FOR MINIMUM JOIST SPACE FOR DIAGONAL ONLY BRIDGING. 195 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS TABLE 2.7-3 LH AND DLH SERIES JOISTS HORIZONTAL PLUS DIAGONAL BRIDGING REQUIREMENTS JOIST DEPTH MINIMUM JOIST SPACE FOR DIAGONAL ONLY BRIDGING (0.70 x DEPTH)* HORIZONTAL AND DIAGONAL MINIMUM ANGLE SIZE REQUIRED FOR JOIST SPACING < (0.70 X DEPTH) ANDJOIST SPANS > 60’-0” (18.3 m) in. (mm) ft.-in. (mm) in. (mm) 52” (1321) 56” (1422) 60” (1524) 64” (1626) 68” (1727) 72” (1829) 80” (2032) 88” (2235) 96” (2438) 104” (2642) 112” (2845) 120” (3048) 3’- 0” (914) 3’- 3” (990) 3’- 6” (1066) 3’- 8” (1117) 3’-11” (1193) 4’- 2” (1270) 4’- 8” (1422) 5’- 1” (1549) 5’- 7” (1702) 6’- 0” (1829) 6’- 6” (1981) 7’- 0” (2134) 1” x 1” x 7/64” (25 x 3) 1” x 1” x 7/64” (25 x 3) 1” x 1” x 7/64” (25 x 3) 1¼” x 1¼” x 7/64” (32 x 3) 1¼” x 1¼” x 7/64” (32 x 3) 1¼” x 1¼” x 7/64” (32 x 3) 1¼” x 1¼” x 7/64” (32 x 3) 1 ½” x 1 ½” x 7/64” (38 x 3) 1 ½” x 1 ½” x 7/64” (38 x 3) 1 ¾” x 1 ¾” x 7/64” (44 x 3) 1 ¾” x 1 ¾” x 7/64” (44 x 3) 2” x 2” x1/8” (51 x 3) *NOTE: WHEN THE JOIST SPACING IS LESS THAN 0.70 x JOIST DEPTH, BOLTED HORIZONTAL BRIDGING SHALL BE USED IN ADDITION TO DIAGONAL BRIDGING. TABLE 2.7-4 BOLT SIZES WHICH MEET BOLTED BRIDGING CONNECTION REQUIREMENTS JOIST SERIES SECTION NUMBER* BOLT DIAMETER K ALL 3/8” (10 mm) A307 LH/DLH 2 – 12 3/8” (10 mm) A307 LH/DLH 13 – 17 1/2” (13 mm) A307 DLH 18 – 20 5/8” (16 mm) A307 DLH 21 – 22 5/8” (16 mm) A325 DLH 23 – 25 3/4” (19 mm) A325 *REFER TO LAST DIGIT(S) OF JOIST DESIGNATION NOTE: WASHERS SHALL BE USED WITH SLOTTED OR OVERSIZED HOLES. BOLTS SHALL BE TIGHTENED TO A MINIMUM SNUG TIGHT CONDITION. 196 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS 2.8 HEADERS Headers for Open Web Steel Joists, K-Series as outlined and defined in Section 5.2(a) shall be furnished by the seller. Such headers shall be any type standard with the manufacturer. Conditions involving headers shall be investigated and, if necessary, provisions made to provide a safe condition. Headers are not provided for Longspan Steel Joists, LH-Series, and Deep Longspan Steel Joists, DLH-Series. 2.9 BOTTOM CHORD LATERAL BRACING FOR JOIST GIRDERS Bottom chord lateral bracing shall be permitted to be furnished to prevent lateral movement of the bottom chord of the Joist Girder and to prevent the ratio of chord length to chord radius of gyration from exceeding that specified in the Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption. The lateral bracing shall be that which is standard with the manufacturer, and shall be sufficient to properly brace the bottom chord of the Joist Girder. SECTION 3 MATERIALS 3.1 STEEL The steel used in the manufacture of joists and Joist Girders shall comply with the Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption. 3.2 PAINT (a) Standard Shop Paint - The shop coat of paint, when specified, shall comply with the Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption. (b) Disclaimer - The typical shop applied paint that is used to coat steel joists and Joist Girders is a dip applied, air dried paint. The paint is intended to be an impermanent and provisional coating which shall protect the steel for only a short period of exposure in ordinary atmospheric conditions. Since most steel joists and Joist Girders are painted using a standard dip coating, the coating shall be permitted to not be uniform and shall be permitted to include drips, runs, and sags. Compatibility of any coating including fire protective coatings applied over the standard shop paint shall be the responsibility of the specifier and/or painting contractor. The shop applied paint may require field touch-up/repair as a result of, but not limited to, the following: 1. Abrasions from: Bundling, banding, loading and unloading, chains, dunnage during shipping, cables and chains during erection, bridging, installation, and other handling at the jobsite. NOTE: Rusting should be expected at any abrasion. 2. Dirt. 3. Diesel smoke. 4. Road salt. 5. Weather conditions during storage. The joist manufacturer shall not be responsible for the condition of the paint if it is not properly protected after delivery. 197 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS SECTION 4 INSPECTION Inspections shall be made in accordance with the Steel Joist Institute Standard Specifications Load Tables & Weight Tables Section 5.12 for K-Series, Section 104.13 for LH- and DLH-Series, and Section 1004.10 for Joist Girders. SECTION 5 ESTIMATING 5.1 PLANS FOR BIDDING Plans to serve as the basis for bids shall show the character of the work with sufficient clarity to permit making an accurate estimate and shall show the following: Designation and location of materials [see Section 5.2(a)], including any special design or configuration requirements. Locations and elevations of all steel and concrete supporting members and bearing walls. Location and length of joist extended ends. Location and size of all openings in floors and roofs. Location of all partitions. Loads and their locations as defined in Section 6.1. Construction and thickness of floor slabs, roof deck, ceilings and partitions. Joists or Joist Girders requiring extended bottom chords. Paint, if other than manufacturer's standard. 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 members supported by and carrying Open Web Steel Joists, K-Series. One shop coat of paint, when specified, shall be in accordance with Section 3.2. 198 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS (b) The following items shall not be included in the estimate but shall be permitted to be quoted and identified by the joist manufacturer as separate items: Headers for Longspan Steel Joists, LH-Series. Headers for Deep Longspan Steel Joists, DLH-Series. Reinforcement in slabs over joists. Centering material, decking, and attachments. Miscellaneous framing between joists for openings at ducts, dumbwaiters, ventilators, skylights, etc. Loose individual or continuous bearing plates and bolts or anchors for such plates. Erection bolts for joist and Joist Girder end anchorage. Horizontal bracing in the plane of the top and bottom chords from joist to joist or joist to structural framing and walls. Wood nailers. Moment plates. Special joist configuration or bridging layouts for ductwork or sprinkler systems. Shear Studs. SECTION 6 PLANS AND SPECIFICATIONS 6.1 PLANS FURNISHED BY BUYER The buyer shall furnish the seller plans and specifications as prepared by the specifying professional showing all material requirements and steel joist and/or steel Joist Girder designations, the layout of walls, columns, beams, girders and other supports, as well as floor and roof openings and partitions correctly dimensioned. The elevation of finished floors, roofs, and bearings shall be shown with due consideration taken for the effects of dead load deflections. (a) Loads The specifying professional shall clearly provide all design loads as described in Section 2.3 This includes the live loads to be used, the wind uplift if any, the weights of partitions and the location and amount of any special loads, such as monorails, fans, blowers, tanks, etc. (b) Connections Minimum End Anchorage for simple span gravity loading shall be in accordance with Steel Joist Institute Standard Specifications; Section 5.6 for K-Series, Section 104.4 for LH- and DLH-Series, and Section 1004.6 for Joist Girders. The end anchorage of a steel joist or Joist Girder is the connection of the joist or Joist Girder bearing seat to the support of the joist or Joist Girder. The adequacy of the end anchorage connection (bolted or welded) between the joist or Joist Girder bearing seat and the supporting structure is the responsibility of the specifying professional. The contract documents shall clearly illustrate the end anchorage connection. When the end anchorage is welded, it is recommended that the specifying professional consider a smaller fillet weld thickness in conjunction with a longer weld length. 199 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS The specifying professional is responsible for bridging termination connections. The contract documents shall clearly illustrate these termination connections. The joist manufacturer is responsible for the design of the bearing seats of joists or Joist Girders for the loads designated by the specifying professional in the contract documents. (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 c) Extended Ends d) Deflection criteria for live and total loads for non-SJI standard joists e) Non-SJI standard bridging 6.2 PLANS FURNISHED BY SELLER The seller shall furnish the buyer with steel joist placement plans to show the material as specified on the construction documents and are to be utilized for field installation in accordance with specific project requirements as stated in Section 6.1. Steel placement plans shall include, at a minimum, the following: 1. Listing of all applicable loads as stated in Section 6.1 and used in the design of the steel joists and Joist Girders as specified in the construction documents. 2. Profiles for non-standard joist and Joist Girder configurations (standard joist and Joist Girder configurations are as indicated in the Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption). 3. Connection requirements for: a) Joist supports b) Joist Girder supports c) Field splices d) Bridging attachments 4. Deflection criteria for live load and total loads for non-SJI standard joists. 5. Size, location, and connections for all bridging 6. Joist headers All material shall be identified with its mark which also appears on the bill of material. The shop paint shall be as noted on the joist placement plans. Steel joist placement plans do not require the seal and signature of the joist manufacturer’s registered design professional. 6.3 DISCREPANCIES The specifying professional's bid plans and specifications shall be assumed to be correct in the absence of written notice from the buyer to the contrary. When plans are furnished by the buyer which do not agree with the Architect's bid plans, such detailed plans shall be considered as a written notice of change of plans. However, it shall be the buyer's responsibility to advise the seller of those changes which affect the joists or Joist Girders. 200 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS 6.4 APPROVAL When joist placement plans are furnished by the seller, prints thereof are submitted to the buyer and owner for examination and approval. The seller allows a maximum of fourteen (14) calendar days in their schedule for the return of placement plans noted with the owner's and customer's approval, or approval subject to corrections as noted. The seller makes the corrections, furnishes corrected prints for field use to the owner/customer and is released by the owner/customer to start joist manufacture. Approval by the owner/customer of the placement plans, sections, notes and joist schedule prepared by the seller indicates that the seller has correctly interpreted the contract requirements, and is released by the owner/customer to start joist manufacture. This approval constitutes the owner's/customer's acceptance of all responsibility for the design adequacy of any detail configuration of joist support conditions shown by the seller as part of the preparation of these placement plans. Approval does not relieve the seller of the responsibility for accuracy of detail dimensions on the plans, nor the general fit-up of joists to be placed in the field. 6.5 CHANGES When any changes in plans are made by the buyer (or the buyer’s representative) either prior to or after approval of detailed plans, or when any material is required and was not shown on the plans used as the basis of the bid, the cost of such changes and/or extra material shall be paid by the buyer at a price to be agreed upon between buyer and seller. 6.6 CALCULATIONS The seller shall design the steel joists and/or steel Joist Girders in accordance with the current Steel Joist Institute Standard Specifications Load Tables & Weight Tables to support the load requirements of Section 6.1. The specifying professional may require submission of the steel joist and Joist Girder calculations as prepared by a registered design professional responsible for the product design. If requested by the specifying professional, the steel joist manufacturer shall submit design calculations with a cover letter bearing the seal and signature of the joist manufacturer’s registered design professional. In addition to standard calculations under this seal and signature, submittal of the following shall be included: 1. Non-SJI standard bridging details (e.g. for cantilevered conditions, net uplift, etc.) 2. Connection details for: a) Non-SJI standard connections (e.g. flush framed or framed connections) b) Field splices c) Joist headers SECTION 7 HANDLING AND ERECTION* The buyer and/or erector shall check all materials on arrival at job site and promptly report to seller any discrepancies and/or damages. The buyer and/or erector shall comply with the requirements of the Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption in the handling and erection of material. To comply with these requirements, the Steel Joist Institute’s Technical Digest 9, “Handling and Erection of Steel Joists and Joist Girders,” shall also be followed. 201 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS When joists cannot be delivered as a single piece, they shall be permitted to be delivered in several pieces therefore requiring the pieces to be spliced together in the field. The manufacturer’s instructions SHALL be followed to ensure matching pieces are joined, proper bolts are used, and any required bolt tensioning is incorporated. All joists shall be handled by methods which avoid damage to any part of the joist. For long LH-Series joists, DLH-Series joists, or Joist Girders this may require the use of spreader bars, multiple hoisting cables, or multiple cranes as necessary to safely handle the joist. Hoisting cables shall be attached at panel points and shall be at panel point locations selected to minimize erection stresses. The current OSHA SAFETY STANDARDS FOR STEEL ERECTION, 29 CFR PART 1926, SUBPART R- STEEL ERECTION, refers to certain joists at or near columns to be designed with sufficient strength to allow one employee to release the hoisting cable without the need for erection bridging. This STANDARD shall not be interpreted that any joist at or near a column line is safe to support an employee without bridging installed. Many limitations exist that prevent these joists from being designed to safely allow an employee on an un-bridged joist. Because of these limitations these joists shall be erected by incorporating erection methods ensuring joist stability and either: 1) Installing bridging or otherwise stabilizing the joist prior to releasing the hoisting cable, or 2) Releasing the hoisting cable without having a worker on the joist. A steel joist or Joist Girder shall not be placed on any support structure unless such structure is stabilized. When steel joists or Joist Girders are landed on a structure, they shall be secured to prevent unintentional displacement prior to installation. 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). The buyer and/or erector shall check all materials on arrival at job site and promptly report to seller any discrepancies and/or damages. The buyer and/or erector shall comply with the requirements of the Steel Joist Institute Standard Specifications Load Tables & Weight Tables of latest adoption in the handling and erection of material. No modification that affects the strength of a steel joist or Joist Girder shall be made without the written approval of the project engineer of record. The seller shall not be responsible for the condition of paint finish on material if it is not properly protected after delivery. The seller shall not be responsible for improper fit of material due to inaccurate construction work. *For thorough coverage of this topic, refer to SJI Technical Digest 9, "Handling and Erection of Steel Joists and Joist Girders." 1) See Federal Register, Department of Labor, Occupational Safety and Health Administration (2001), 29 CFR Part 1926 Safety Standards for Steel Erection; Final Rule, §1926.757 Open Web Steel Joists - January 18, 2001,Washington, D.C. for definition of “qualified person”. 202 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS SECTION 8 BUSINESS RELATIONS 8.1 PRESENTATION OF PROPOSALS All proposals for furnishing material shall be made on a Sales Contract Form. After acceptance by the buyer, these proposals shall be approved or executed by a qualified official of the seller. Upon such approval the proposal becomes a contract. 8.2 ACCEPTANCE OF PROPOSALS All proposals are intended for prompt acceptance and are subject to change without notice. 8.3 BILLING Contracts on a lump sum basis are to be billed proportionately as shipments are made. 8.4 PAYMENT Payments shall be made in full on each invoice without retention. 8.5 ARBITRATION All business controversies which cannot be settled by direct negotiations between buyer and seller shall be submitted to arbitration. Both parties shall sign a submission to arbitration and if possible agree upon an arbitrator. If they are unable to agree, each shall appoint an arbitrator and these two shall appoint a third arbitrator. The expenses of the arbitration shall be divided equally between the parties, unless otherwise provided for in the agreements to submit to arbitration. The arbitrators shall pass final judgment upon all questions; both of law and fact, and their findings shall be conclusive. 203 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/ 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 support. Bearing Plate. The steel plate used for a joist or Joist Girder to bear on when it is supported by masonry or concrete supports. The plate is designed by the Specifying Professional to carry the joist reaction to the supporting structure. Bottom Chord Extension (BCX). The two angle extended part of a joist bottom chord from the first bottom chord panel point towards the end of the joist. Bridging. In general, a member connected to a joist to brace it from lateral movement.See also Diagonal Bridging and Horizontal Bridging Buckling. Limit state of sudden change in the geometry of a structure or any of its elements under a critical loading condition. Buckling Strength. Nominal strength for buckling or instability limit states. Buyer. The entity that has agreed to purchase material from the manufacturer and has also agreed to the terms of sale. GLOSSARY 204 Camber. An upward curvature of the chords of a joist or Joist Girder induced during shop fabrication. Note, this is in addition to the pitch of the top chord. Ceiling Extension. A bottom chord extension except that only one angle of the joist bottom chord is extended from the first bottom chord panel point towards the end of the joist. Chords. The top and bottom members of a joist or Joist Girder. When a chord is comprised of two angles there is usually a gap between the members. Clear Span. The actual clear distance or opening between supports for a joist, that is the distance between walls or the distance between the edges of flanges of beams. Cold-Formed Steel Structural Member. Shape manufactured by press-braking blanks sheared from sheets, cut lengths of coils or plates, or by roll forming cold- or hot-rolled coils or sheets; both forming operations being performed at ambient room temperature, that is, without manifest addition of heat such as would be required for hot forming. Collateral Load. All additional dead loads other than the weight of the building, such as sprinklers, pipes, ceilings, and mechanical or electrical components. Connection. Combination of structural elements and joints used to transmit forces between two or more members. See also Splice. Deck. A floor or roof covering made out of gage metal attached by welding or mechanical means to joists, beams, purlins, or other structural members and can be galvanized, painted, or unpainted. Design Load. Applied load determined in accordance with either LRFD load combinations or ASD load combinations, whichever is applicable. Design Strength*. Resistance factor multiplied by the nominal strength, 5n. Diagonal Bridging. Two angles or other structural shapes connected from the top chord of one joist to the bottom chord of the next joist to form an 'X' shape. These members are almost always connected at their point of intersection. Diaphragm. Roof, floor or other membrane or bracing system that transfers in-plane forces to the lateral force resisting system. Effective Length. Length of an otherwise identical column with the same strength when analyzed with pin-ended boundary conditions. Elastic Analysis. Structural analysis based on the assumption that the structure returns to its original geometry on removal of the load. End Diagonal or Web. The first web member on either end of a joist or Joist Girder which begins at the top chord at the seat and ends at the first bottom chord panel point. Erector. The entity that is responsible for the safe and proper erection of the materials in accordance with all applicable codes and regulations. Extended End. The extended part of a joist top chord with the seat angles also being extended from the end of the joist extension back into the joist and maintaining the standard end bearing depth over the entire length of the extension. 205 Factored Load. Product of a load factor and the nominal load. Filler. A rod, plate or angle welded between a two angle web member or between a top or bottom chord panel to tie them together, usually located at the middle of the member. Flexural Buckling. Buckling mode in which a compression member deflects laterally without twist or change in cross-sectional shape. Flexural-Torsional Buckling. Buckling mode in which a compression member bends and twists simultaneously without change in cross-sectional shape. Girt. Horizontal structural member that supports wall panels and is primarily subjected to bending under horizontal loads, such as wind load. Gravity Load. Load, such as that produced by dead and live loads, acting in the downward direction. Header. A structural member located between two joists or between a joist and a wall which carries another joist or joists. It is usually made up of an angle, channel, or beam with saddle angle connections on each end for bearing. Horizontal Bridging. A continuous angle or other structural shape connected to the top and bottom chord of a joist. Inelastic Analysis. Structural analysis that takes into account inelastic material behavior, including plastic analysis. Instability. Limit state reached in the loading of a structural component, frame or structure in which a slight disturbance in the loads or geometry produces large displacements. Joint. Area where two or more ends, surfaces or edges are attached. Categorized by type of fastener or weld used and the method of force transfer. Joist. A structural load-carrying member with an open web system which supports floors and roofs utilizing hot-rolled or cold-formed steel and is designed as a simple span member. Currently, the SJI has the following joist designations: K-Series including KCS, LH-Series and DLH-Series, and CJ-Series. Joist Girder. A primary structural load-carrying member with an open web system designed as a simple span supporting equally spaced concentrated loads of a floor or roof system acting at the panel points of the member and utilizing hot-rolled or cold-formed steel. Joist Substitute. A structural member 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. 206 Limit State. Condition in which a structure or component becomes unfit for service and is judged either to be no longer useful for its intended function (serviceability limit state) or to have reached its ultimate load- carrying capacity (strength limit state). Load. Force or other action that results from the weight of building materials, occupants and their possessions, environmental effects, differential movement, or restrained dimensional changes. Load Effect. Forces, stresses, and deformations produced in a structural component by the applied loads. Load Factor. Factor that accounts for deviations of the nominal load from the actual load, for uncertainties in the analysis that transforms the load into a load effect, and for the probability that more than one extreme load will occur simultaneously. Local Buckling**. Limit state of buckling of a compression element within a cross section. LRFD (Load and Resistance Factor Design). Method of proportioning structural components such that the design strength equals or exceeds the required strength of the component under the action of the LRFD load combinations. LRFD Load Combination. Load combination in the applicable building code intended for strength design (Load and Resistance Factor Design). 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. Permanent Load. Load in which variations over time are rare or of small magnitude. All other loads are variable loads. Placement Plans. Drawings that are prepared depicting the interpretation of the Contract Documents requirements for the material to be supplied by the Seller. These floor and/or roof plans are approved by the Specifying Professional, Buyer or Owner for conformance with the design requirements. The Seller uses the information contained on these drawings for final material design. A unique piece mark number is typically shown for the individual placement of joists, Joist Girders and accessories along with sections that describe the end bearing conditions and minimum attachment required so that material is placed in the proper location in the field. Ponding. Retention of water at low or irregular areas on a roof due solely to the deflection of flat roof framing. Purlin. Horizontal structural member that supports roof deck and is primarily subjected to bending under vertical loads such as dead, snow or wind loads. Quality Assurance. System of shop and field activities and controls implemented by the owner or his/her designated representative to provide confidence to the owner and the building authority that quality requirements are implemented. 207 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, )DFWRUWKDWDFFRXQWVIRUXQDYRLGDEOHGHYLDWLRQVRIWKHnominal strength from the actual strength and for the manner and consequences of failure. Safety Factor, )DFWRUWKDWDFFRXQWVIRUGHYLDWLRQVRIWKHDFWXDOVWUHQJWKIURPWKHnominal strength, deviations of the actual load from the nominal load, uncertainties in the analysis that transforms the load into a load effect and for the manner and consequences of failure. Seller. A company certified by the Joist Institute engaged in the manufacture and distribution of joists, Joist Girders and accessories. Service Load. Load under which serviceability limit states are evaluated. Serviceability Limit State. Limiting condition affecting the ability of a structure to preserve its appearance, maintainability, durability, or the comfort of its occupants or function of machinery, under normal usage. Slenderness Ratio. The ratio of the effective length of a column to the radius of gyration of the column about the same axis of bending. Span. The centerline-to-centerline distance between structural steel supports such as a beam, column or Joist Girder or the clear span distance plus four inches onto a masonry or concrete wall. Specified Minimum Yield Stress. Lower limit of yield stress specified for a material as defined by ASTM. Specifying Professional. The licensed professional who is responsible for sealing the building Contract Documents, which indicates that he or she has performed or supervised the analysis, design and document preparation for the structure and has knowledge of the load-carrying structural system. Splice. Connection between two structural members joined at their ends by either bolting or welding to form a single, longer member. Stability. Condition reached in the loading of a structural component, frame or structure in which a slight disturbance in the loads or geometry does not produce large displacements. Stabilizer Plate. A steel plate at a column or wall inserted between the end of a bottom chord of a joist or Joist Girder. Standard Specifications. Documents developed and maintained by the Steel Joist Institute for the design and manufacture of open web steel joists and Joist Girders. The term “SJI Standard Specifications” encompass by reference the following: ANSI/SJI-K-2010 Standard Specification for Open Web Steel Joists, K-Series; ANSI/SJI-LH/DLH-2010 Standard Specifications for Longspan Steel Joists, LH- Series and Deep Longspan Steel Joists, DLH-Series; ANSI/SJI-JG-2010 Standard Specifications for Joist Girders and ANSI/CJ-2010 Standard Specifications for Composite Steel Joists. 208 Strength Limit State. Limiting condition affecting the safety of the structure, in which the ultimate load- carrying capacity is reached. Structural Analysis. Determination of load effects on members and connections based on principles of structural mechanics. Structural Drawings. The graphic or pictorial portions of the Contract Documents showing the design, location and dimensions of the work. These documents generally include plans, elevations, sections, details, connections, all loads, schedules, diagrams and notes. Tagged End. The end of a joist or Joist Girder where an identification or piece mark is shown by a metal tag. The member must be erected with this tagged end in the same position as the tagged end noted on the placement plan. Tensile Strength (of material). Maximum tensile stress that a material is capable of sustaining as defined by ASTM. Tie Joist. A joist that is bolted at a column. Top Chord Extension (TCX). The extended part of a joist top chord. This type of extension only has the two top chord angles extended past the joist seat. Torsional Buckling. Buckling mode in which a compression member twists about its shear center axis. Unbraced Length. Distance between braced points of a member, measured between the centers of gravity of the bracing members. Variable Load. Load not classified as permanent load. Webs. The vertical or diagonal members joined at the top and bottom chords of a joist or Joist Girder to form triangular patterns. Yield Point. First stress in a material at which an increase in strain occurs without an increase in stress as defined by ASTM. Yield Strength. Stress at which a material exhibits a specified limiting deviation from the proportionality of stress to strain as defined by ASTM. Yield Stress. Generic term to denote either yield point or yield strength, as appropriate for the material. NOTES: * These terms are usually qualified by the type of load effect, e.g., nominal tensile strength, available compressive strength, design flexural strength. **Term usually qualified by the type of component, e.g. local web buckling, local flange buckling, etc. 209 APPENDIX A - 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-supported assemblies have been conducted at nationally recognized testing laboratories in accordance with ASTM Standard E119, ANSI A2.1/UL 263, and NFPA 251. Because of practical loading restrictions and limitations of furnace dimensions, the vast majority of these tests were run using lightweight joists – normally from 8 inches to 14 inches (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: x 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. x 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. x Note that the maximum joist spacing shown for Floor-Ceiling Assemblies may be increased from the spacing listed in the U.L. Fire Resistance Directory to a maximum of 48 inches on center, provided the floor slab meets the structural requirements and the spacing of hanger wires supporting the ceiling is not increased. 210 x 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. x 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. x 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. x 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. 211 ROOF – CEILING ASSEMBLIES WITH MEMBRANE PROTECTION Restrained Assembly Rating Protection Material Minimum Joist Size Built Up Roof Maximum Joist Spacing (in.) Minimum Primary Support Member UL Design Number Deck Material Description Insulation 1 Hr. Exposed Grid 12K1 22 MSG Min. Fiber Board 84 W8 x 17 P201 10K1 26 MSG Min. 48 W6 x 12 P202 10K1 26 MSG Min. 48 20G@13plf P211 12K3 28 MSG Min. 72 20G@13plf W8 x 17 P214 12K1 26 MSG Min. 72 20G@13plf W6 x 12 P225 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 12K1 28 MSG Min. Insulating Concrete 72 20G@13plf W6 x 12 P251 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 W8 x 15 P264 10K1 Metal Roof Deck Panels Batts and Blankets 60 NS P265 10K1 26 MSG Min. Fiber Board 48 W6 x 16 P267 10K1 Metal Roof Deck Panels Batts and Blankets 60 NS P268 12K1 26 MSG Min. Insulating Concrete 72 20G@14plf* W8 x 15 P269 Fiber Board 10K1 24 MSG Min. Fiber Board NS W6 x 16 P301 10K1 22 MSG Min. 48 NS P302 10K1 22 MSG Min. NS W6 x 16 P303 Gypsum Board 12K3 26 MSG Min. Insulating Concrete 60 W8 x 24 P509 12K3 24 MSG Min. Fiber Board 72 20G@13plf P510 212 W8 x 13 10K1 22 MSG Min. Fiber Board 72 20G@13plf P514 10K1 20 MSG Min. Fiber Board 48 NS P519 1 1/2 Hr. Exposed Grid 12K1 26 MSG Min. Fiber Board 72 20G@13plf W6 x 12 P225 12K3 24 MSG Min. Building Units 48 NS P227 12K3 26 MSG Min. Fiber Board 48 20G@13plf W6 x 12 P230 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 Panels Batts and Blankets 60 NS P265 10K1 20 MSG Min. Fiber Board 48 NS P266 10K1 Metal Roof Deck Panels 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 2 Hr. Exposed Grid 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 Gypsum Board 10K1 22 MSG Min. Fiber Board 72 20G@13plf P514 20 MSG Min. 48 NS P519 14K1 26 MSG Min. Insulating Concrete 66 NS P520 3 Hr. Metal Lath 10K1 28 MSG Min. Insulating Concrete 48 NS P405 *Special Area Requirements 213 ROOF – CEILING ASSEMBLIES WITH SPRAY APPLIED FIRE RESISTIVE MATERIALS Restrained Assembly Rating Protection Material Minimum Joist Size Built Up Roof Maximum Joist Spacing (in.) Minimum Primary Support Member UL Design Number Deck Material Description Insulation 1 Hr. SAFRM 10K1 22 MSG Min. Building Units NS NS P822 12K3 22 MSG Min. Fiber Board NS W8 x 20 P824 1 Hr. and 1-1/2 Hr. SAFRM 12K5 28 MSG Min. Insulating Concrete 96 W6 x 16 P919 1-1/2 Hr. and 2 Hr. SAFRM 10K1 22 MSG Min. Building Units NS W6 x 16 P728 1 Hr., 1-1/2 Hr. and 2 Hr. SAFRM 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 12K3 22 MSG Min. Fiber Board NS 20G@13plf W6 x 16 P801 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 214 10K1 28 MSG Min. Insulating Concrete NS W8 x 10 P907 10K1 28 MSG Min. Insulating Concrete NS 20G@13plf W8 x 10 P908 10K1 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 2 Hr. SAFRM 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 1 Hr., 1-1/2 Hr. 2 Hr. and 3 Hr. SAFRM 10K1 22 MSG Min. Foamed Plastic NS 20G@13plf W6 x 16 P719 10K1 22 MSG Min. Foamed Plastic NS W6 x 16 P722 10K1 22 MSG Min. Foamed Plastic NS W6 x 16 P723 10K1 22 MSG Min. Foamed Plastic NS W8 x 28 P732 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 215 FLOOR – CEILING ASSEMBLIES WITH MEMBRANE PROTECTION Restrained Assembly Rating Protection Material Minimum Joist Size Concrete Maximum Joist Spacing (in.) Minimum Primary Support Member UL Design Number Minimum Thickness (in.) Type 1 Hr. Acoustical 12K1, 18LH02 2.5 LW, NW NL 20G@13plf W8 x 15 D216 D219 Exposed Grid 10K1 2.5 NW 48* 20G@14plf W6 x 12 G205 10K1 2.0 72 W6 x 12 G208 10K1 2.5 48* 20G@14plf W6 x 12 G256 Gypsum Board 10K1 2.5 NW 48 W8 x 24 G548 1 1/2 Hr. Acoustical 12K1, 18LH02 2.5 LW, NW NL 20G@13plf W8 x 15 D216 D219 Gypsum Board NW 20G@20plf W8 x 28 D502 Exposed Grid 10K1 2.5 NW 24 (48) 20G@13plf W6 x 12 G203 10K1 2.5 48* 20G@14plf W6 x 12 G205 10K1 2.0 72 W6 x 12 G208 10K1 2.5 24 (48) G213 10K1 2.5 24 (48) 20G@13plf W8 x 31 G228 10K1 2.0 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 Gypsum Board 12K1 2.0 NW 24 (48) NS G502 2 Hr. Acoustical 12K1, 18LH02 2.5 LW, NW NL 20G@13plf W8 x 15 D216 D219 Gypsum Board NW 20G@20plf W8 x 28 D502 Concealed Grid 10K1 2.25 NW 24 (48) W6 x 25 G023 8K1 2.5 24 (48) 20G@13plf W8 x 20 G031 10K1 30 (48) 20G@13plf W10 x 21 G036 Exposed Grid 10K1 2.5 NW 24 (48) 20G@13plf W6 x 12 G203 10K1 2.5 48* 20G@14plf W6 x 12 G205 10K1 2.5 72 W6 x 12 G208 216 10K1 2.5 24 (48) G213 10K1 2.5 24 (48) W8 x 31 G227 10K1 2.5 24 (48) 20G@13plf W8 x 31 G228 10K1 2.5 24 (48) 20G@13plf W8 x 24 G229 10K1 2.5 24 (48) 20G@13plf W6 x 12 G243 10K1 2.5 48* 20G@14plf W6 x 12 G256 10K1 2.5 24 (48) 20G@13plf W8 x 31 G268 Gypsum Board 10K1 2.0 NW 24 (48) NS G505 10K1 2.5 24 (48) 20G14plf 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 3 Hr. Acoustical 12K1, 18LH02 3.25 LW, NW NL 20G@13plf W8 x 15 D216 D219 Concealed Grid 10K1 3.5 NW 24 (48) 20G@13plf W8 x 20 G033 10K1 3.25 30 (48) 20G@13plf W10 x 21 G036 Exposed Grid 10K1 3.5 NW 48* 20G@14plf W6 x 12 G205 10K1 3.5 24 (48) W6 x 12 G213 10K1 3.25 24 (48) 20G@13plf W8 x 24 G229 10K1 3.5 48* W6 x 12 G256 10K1 (22 ksi max.) 2.63 24 (48) 20G@13plf W8 x 31 G268 Gypsum Board 10K1 3.0 NW 24 (48) 20G@13plf W10 x 21 G523 10K1 2.75 24 (48) 20G@13plf W8 x 24 G529 10K1 3.0 24 (48) 20G@13plf W10 x 21 G547 217 FLOOR – CEILING ASSEMBLIES WITH SPRAY APPLIED FIRE RESISTIVE MATERIALS Restrained Assembly Rating Protection Material Minimum Joist Size Concrete Maximum Joist Spacing Minimum Primary Support Member UL Design Number Minimum Thickness (in.) Type 1 Hr. SAFRM NS 2.5 LW, NW NL W8 x 28 D759 10K1 2.5 D779 10K1 2.5 D780 NS 3.25 LW D782 10K1* 2.5 LW D925 3.5 NW 16K6* NS LW, NW 42 20G@20plf W8 x 28 G701 16K6 3.0 LW 50.5 NS G702 3.75 NW 16K6* 2.5 LW, NW 42 NS G705 16K6 3.0 LW 50.5 NS G706 3.75 NW 16K6* 2.5 LW, NW 42 20G@20plf W8 x 28 G708 NS 2.5 42 W8 x 28 G709 16K6* 2.5 42 20g@20plf W8 x 24 G801 12K1 3.0 LW 50.5 NS G802 3.75 NW 1 1/2 Hr. SAFRM NS 2.5 LW, NW NL W8 x 28 D759 10K1 2.5 D779 10K1 2.5 D780 NS 3.25 LW D782 10K1* 3.0 LW D925 4.0 NW 16K6* 2.5 LW, NW 42 20G@20plf W8 x 28 G701 16K6 3.5 LW 50.5 NS G702 4.5 NW 16K6* 2.5 LW, NW 42 NS G705 16K6 3.5 LW 50.5 NS G706 4.5 NW 16K6* 2.5 LW, NW 42 20G@20plf W8 x 28 G708 NS 2.5 42 W8 x 28 G709 16K6* 2.5 42 20G@20plf W8 x 24 G801 12K5 3.5 LW 50.5 NS G802 4.5 NW 218 2 Hr. SAFRM NS 2.5 LW, NW NL W8 x 28 D759 10K1 2.5 D779 10K1 2.5 D780 NS 3.25 LW D782 10K1* 3.25 LW D925 4.5 NW 16K6* 2.5 LW, NW 42 20G@20plf W8 x 28 G701 16K6 4.0 LW 50.5 NS G702 5.25 NW 16K6* 2.5 LW,NW 42 NS G705 16K6 4.0 LW 50.5 NS G706 5.25 NW 16K6* 2.5 LW, NW 42 20G@20plf W8 x 28 G708 NS 2.5 42 W8 x 28 G709 16K6* 2.5 42 20G@20plf W8 x 24 G801 12K5 4.0 LW 50.5 NS G802 5.25 NW 3 Hr. SAFRM NS 2.5 LW, NW NL W8 x 28 D759 10K1 2.5 D779 10K1 2.5 D780 NS 3.25 LW D782 10K1* 4.19 LW D925 5.25 NW 16K6* NS LW, NW 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 16K6* 2.75 42 20G@20plf W8 x 24 G801 4 Hr. SAFRM 10K1 2.5 LW, NW NL W8 x 28 D779 NS 3.25 LW D782 * Special Area Requirements 219 APPENDIX B – OSHA ERECTION STANDARDS AND BRIDGING ILLUSTRATIONS Bay Length Definitions 220 221 § 1926.751 Definitions. Anchored bridging means that the steel joist bridging is connected to a bridging terminus point. Bolted diagonal bridging means diagonal bridging that is bolted to a steel joist or joists. Bridging clip means a device that is attached to the steel joist to allow the bolting of the bridging to the steel joist. Bridging terminus point means a wall, a beam, tandem joists (with all bridging installed and a horizontal truss in the plane of the top chord) or other element at an end or intermediate point(s) of a line of bridging that provides an anchor point for the steel joist bridging. Column means a load-carrying vertical member that is part of the primary skeletal framing system. Columns do not include posts. Constructibility means the ability to erect structural steel members in accordance with subpart R without having to alter the over-all structural design. Construction load (for joist erection) means any load other than the weight of the employee(s), the joists and the bridging bundle. Erection bridging means the bolted diagonal bridging that is required to be installed prior to releasing the hoisting cables from the steel joists. Personal fall arrest system means a system used to arrest an employee in a fall from a working level. A personal fall arrest system consists of an anchorage, connectors, a body harness and may include a lanyard, deceleration device, lifeline, or suitable combination of these. The use of a body belt for fall arrest is prohibited. Project structural engineer means the registered, licensed professional responsible for the design of structural steel framing and whose seal appears on the structural contract documents. Qualified person (also defined in § 1926.32) means one who, by possession of a recognized degree, certificate, or professional standing, or who by extensive knowledge, training, and experience, has successfully demonstrated the ability to solve or resolve problems relating to the subject matter, the work, or the project. Steel joist means an open web, secondary load-carrying member of 144 feet (43.9 m) or less, designed by the manufacturer, used for the support of floors and roofs. This does not include structural steel trusses or cold-formed joists. Steel joist girder means an open web, primary load-carrying member, designed by the manufacturer, used for the support of floors and roofs. This does not include structural steel trusses. Structural steel means a steel member, or a member made of a substitute material (such as, but not limited to, fiberglass, aluminum or composite members). These members include, but are not limited to, steel joists, joist girders, purlins, columns, beams, trusses, splices, seats, metal decking, girts, and all bridging, and cold formed metal framing which is integrated with the structural steel framing of a building. OSHA STEEL ERECTION STANDARD PARTS §1926.751 and §1926.757 OPEN WEB STEEL JOISTS 222 § 1926.757 Open web steel joists. (a) General. (1) Except as provided in paragraph (a)(2) of this section, where steel joists are used and columns are not framed in at least two directions with solid web structural steel members, a steel joist shall be field-bolted at the column to provide lateral stability to the column during erection. For the installation of this joist: (i) A vertical stabilizer plate shall be provided on each column for steel joists. The plate shall be a minimum of 6 inch by 6 inch (152 mm by 152 mm) and shall extend at least 3 inches (76 mm) below the bottom chord of the joist with a 13 /16 inch (21 mm) hole to provide an attachment point for guying or plumbing cables. (ii) The bottom chords of steel joists at columns shall be stabilized to prevent rotation during erection. (iii) Hoisting cables shall not be released until the seat at each end of the steel joist is field-bolted, and each end of the bottom chord is restrained by the column stabilizer plate. (2) Where constructibility does not allow a steel joist to be installed at the column: (i) an alternate means of stabilizing joists shall be installed on both sides near the column and shall: (A) provide stability equivalent to paragraph (a)(1) of this section; (B) be designed by a qualified person; (C) be shop installed; and (D) be included in the erection drawings. (ii) hoisting cables shall not be released until the seat at each end of the steel joist is field-bolted and the joist is stabilized. (3) Where steel joists at or near columns span 60 feet (18.3 m) or less, the joist shall be designed with sufficient strength to allow one employee to release the hoisting cable without the need for erection bridging. (4) Where steel joists at or near columns span more than 60 feet (18.3 m), the joists shall be set in tandem with all bridging installed unless an alternative method of erection, which provides equivalent stability to the steel joist, is designed by a qualified person and is included in the site-specific erection plan. (5) A steel joist or steel joist girder shall not be placed on any support structure unless such structure is stabilized. (6) When steel joist(s) are landed on a structure, they shall be secured to prevent unintentional displacement prior to installation. (7) No modification that affects the strength of a steel joist or steel joist girder shall be made without the approval of the project structural engineer of record. (8) Field-bolted joists. (i) Except for steel joists that have been pre-assembled into panels, connections of individual steel joists to steel structures in bays of 40 feet (12.2 m) or more shall be fabricated to allow for field bolting during erection. (ii) These connections shall be field-bolted unless constructibility does not allow. (9) Steel joists and steel joist girders shall not be used as anchorage points for a fall arrest system unless written approval to do so is obtained from a qualified person. (10) A bridging terminus point shall be established before bridging is installed. (See Appendix C to this subpart.) (b) Attachment of steel joists and steel joist girders. (1) Each end of ‘‘K’’ series steel joists shall be attached to the support structure with a minimum of two 1 /8 -inch (3 mm) fillet welds 1 inch (25 mm) long or with two 1 /2 -inch (13 mm) bolts, or the equivalent. (2) Each end of ‘‘LH’’ and ‘‘DLH’’ series steel joists and steel joist girders shall be attached to the support structure with a minimum of two 1 /4 -inch (6 mm) fillet welds 2 inches (51 mm) long, or with two 3 /4 -inch (19 mm) bolts, or the equivalent. (3) Except as provided in paragraph (b)(4) of this section, each steel joist shall be attached to the support structure, at least at one end on both sides of the seat, immediately upon placement in the final erection position and before additional joists are placed. (4) Panels that have been pre-assembled from steel joists with bridging shall be attached to the structure at each corner before the hoisting cables are released. 223 (c) Erection of steel joists. (1) Both sides of the seat of one end of each steel joist that requires bridging under Tables A and B shall be attached to the support structure before hoisting cables are released. (2) For joists over 60 feet, both ends of the joist shall be attached as specified in paragraph (b) of this section and the provisions of paragraph (d) of this section met before the hoisting cables are released. ŹTABLE 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 (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. Joist Span 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 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 NM = diagonal bolted bridging not mandatory for joists under 40 feet. Ź127(7$%/(6³$´ ³%´+$9(%((1(',7('72&21)250:,7+67((/ -2,67,167,787(%2/7('',$*21$/%5,'*,1*5(48,5(0(176 (',7(',7(06$5(6+2:N WITH A STRIKE THROUGH NOTATION. 224 ŹTABLE A.—ERECTION BRIDGING FOR SHORT SPAN JOISTS-[Continued] Joist Span 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. ŹTABLE 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. 225 (4) For steel members spanning over 144 feet (43.9 m), the erection methods used shall be in accordance with § 1926.756. (5) Where any steel joist specified in paragraphs (c)(2) and (d)(1), (d)(2), and (d)(3) of this section is a bottom chord bearing joist, a row of bolted diagonal bridging shall be provided near the support(s). This bridging shall be installed and anchored before the hoisting cable(s) is released. (6) When bolted diagonal erection bridging is required by this section, the following shall apply: (i) The bridging shall be indicated on the erection drawing; (ii) The erection drawing shall be the exclusive indicator of the proper placement of this bridging; (iii) Shop-installed bridging clips, or functional equivalents, shall be used where the bridging bolts to the steel joists; (iv) When two pieces of bridging are attached to the steel joist by a common bolt, the nut that secures the first piece of bridging shall not be removed from the bolt for the attachment of the second; and (v) Bridging attachments shall not protrude above the top chord of the steel joist. (e) Landing and placing loads. (1) During the construction period, the employer placing a load on steel joists shall ensure that the load is distributed so as not to exceed the carrying capacity of any steel joist. (2) Except for paragraph (e)(4) of this section, no construction loads are allowed on the steel joists until all bridging is installed and anchored and all joist-bearing ends are attached. (4) Employees shall not be allowed on steel joists where the span of the steel joist is equal to or greater than the span shown in Tables A and B except in accordance with § 1926.757(d). (5) When permanent bridging terminus points cannot be used during erection, additional temporary bridging terminus points are required to provide stability. (See appendix C of this subpart.) (d) Erection bridging. (1) Where the span of the steel joist is equal to or greater than the span shown in Tables A and B, the following shall apply: (i) A row of bolted diagonal erection bridging shall be installed near the midspan of the steel joist; (ii) Hoisting cables shall not be released until this bolted diagonal erection bridging is installed and anchored; and (iii) No more than one employee shall be allowed on these spans until all other bridging is installed and anchored. (2) Where the span of the steel joist is over 60 feet (18.3 m) through 100 feet (30.5 m), the following shall apply: (i) All rows of bridging shall be bolted diagonal bridging; (ii) Two rows of bolted diagonal erection bridging shall be installed near the third points of the steel joist; (iii) Hoisting cables shall not be released until this bolted diagonal erection bridging is installed and anchored; and (iv) No more than two employees shall be allowed on these spans until all other bridging is installed and anchored. (3) Where the span of the steel joist is over 100 feet (30.5 m) through 144 feet (43.9 m), the following shall apply: (i) All rows of bridging shall be bolted diagonal bridging; (ii) Hoisting cables shall not be released until all bridging is installed and anchored; and (iii) No more than two employees shall be allowed on these spans until all bridging is installed and anchored. (3) The weight of a bundle of joist bridging shall not exceed a total of 1,000 pounds (454 kg). A bundle of joist bridging shall be placed on a minimum of three steel joists that are secured at one end. The edge of the bridging bundle shall be positioned within 1 foot (.30 m) of the secured end. (4) No bundle of decking may be placed on steel joists until all bridging has been installed and anchored and all joist bearing ends attached, unless all of the following conditions are met: (i) The employer has first determined from a qualified person and documented in a site-specific erection plan that the structure or portion of the structure is capable of supporting the load; (ii) The bundle of decking is placed on a minimum of three steel joists; (iii) The joists supporting the bundle of decking are attached at both ends; (iv) At least one row of bridging is installed and anchored; (v) The total weight of the bundle of decking does not exceed 4,000 pounds (1816 kg); and (vi) Placement of the bundle of decking shall be in accordance with paragraph (e)(5) of this section. (5) The edge of the construction load shall be placed within 1 foot (.30 m) of the bearing surface of the joist end. 226 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). 227 228 ERRATA No.1 43rd Edition Catalog October 12, 2011 The following pages have been revised to correct numerical errors in the print version. Page 58: Corrected load tables for 22K4 joist Page 121: Corrected load tables for 88DLH16 thru 88DLH21 for spans 155, 160, & 165 Corrected safe load for 104DLH18 Corrected safe Loads for 120DLH21, 120DLH24, and 20DLH25 Page 125: Corrected span for 88DLH series 156 to 155 Corrected safe load for 120DLH25 Page 194: Corrected Metric Value for Joist Depths 72”, 80” and 88” for the Bridging Angle Size 3 ½ x ¼ Corrected sheets are attached herewith. Note that downloaded copies after this date will have the above changes already performed. ERRATA No.2 43rd Edition Catalog April 12, 2012 The following pages have been revised to correct numerical errors in the print version. Page 76: Corrected load tables for Top Chord Extensions - ASD Page 77: Corrected load tables for Top Chord Extensions - LRFD Corrected sheets are attached herewith. Note that downloaded copies after this date will have the above changes already performed. 58 Joist Designation Depth (In.)18 18 18 18 18 18 18 20 20 20 20 20 20 20 22 22 22 22 22 22 22 Approx. Wt. (lbs./ft.) Span (ft.) 18 550 550 550 550 550 550 550 550 550 550 550 550 550 550 19 514 550 550 550 550 550 550 550 550 550 550 550 550 550 494 523 523 523 523 523 523 550 550 550 550 550 550 550 20 463 550 550 550 550 550 550 517 550 550 550 550 550 550 423 490 490 490 490 490 490 517 550 550 550 550 550 550 21 420 506 550 550 550 550 550 468 550 550 550 550 550 550 550 550 550 550 550 550 550 364 426 460 460 460 460 460 453 520 520 520 520 520 520 550 550 550 550 550 550 550 22 382 460 518 550 550 550 550 426 514 550 550 550 550 550 550 550 550 550 550 550 550 316 370 414 438 438 438 438 393 461 490 490 490 490 490 548 548 548 548 548 548 548 23 349 420 473 516 550 550 550 389 469 529 550 550 550 550 518 550 550 550 550 550 550 276 323 362 393 418 418 418 344 402 451 468 468 468 468 491 518 518 518 518 518 518 24 320 385 434 473 526 550 550 357 430 485 528 550 550 550 475 536 550 550 550 550 550 242 284 318 345 382 396 396 302 353 396 430 448 448 448 431 483 495 495 495 495 495 25 294 355 400 435 485 550 550 329 396 446 486 541 550 550 438 493 537 550 550 550 550 214 250 281 305 337 377 377 266 312 350 380 421 426 426 381 427 464 474 474 474 474 26 272 328 369 402 448 538 550 304 366 412 449 500 550 550 404 455 496 550 550 550 550 190 222 249 271 299 354 361 236 277 310 337 373 405 405 338 379 411 454 454 454 454 27 252 303 342 372 415 498 550 281 339 382 416 463 550 550 374 422 459 512 550 550 550 169 198 222 241 267 315 347 211 247 277 301 333 389 389 301 337 367 406 432 432 432 28 234 282 318 346 385 463 548 261 315 355 386 430 517 550 348 392 427 475 550 550 550 151 177 199 216 239 282 331 189 221 248 269 298 353 375 270 302 328 364 413 413 413 29 218 263 296 322 359 431 511 243 293 330 360 401 482 550 324 365 398 443 532 550 550 136 159 179 194 215 254 298 170 199 223 242 268 317 359 242 272 295 327 387 399 399 30 203 245 276 301 335 402 477 227 274 308 336 374 450 533 302 341 371 413 497 550 550 123 144 161 175 194 229 269 153 179 201 218 242 286 336 219 245 266 295 349 385 385 31 190 229 258 281 313 376 446 212 256 289 314 350 421 499 283 319 347 387 465 550 550 111 130 146 158 175 207 243 138 162 182 198 219 259 304 198 222 241 267 316 369 369 32 178 215 242 264 294 353 418 199 240 271 295 328 395 468 265 299 326 363 436 517 549 101 118 132 144 159 188 221 126 147 165 179 199 235 276 180 201 219 242 287 337 355 33 168 202 228 248 276 332 393 187 226 254 277 309 371 440 249 281 306 341 410 486 532 92 108 121 131 145 171 201 114 134 150 163 181 214 251 164 183 199 221 261 307 334 34 158 190 214 233 260 312 370 176 212 239 261 290 349 414 235 265 288 321 386 458 516 84 98 110 120 132 156 184 105 122 137 149 165 195 229 149 167 182 202 239 280 314 35 149 179 202 220 245 294 349 166 200 226 246 274 329 390 221 249 272 303 364 432 494 77 90 101 110 121 143 168 96 112 126 137 151 179 210 137 153 167 185 219 257 292 36 141 169 191 208 232 278 330 157 189 213 232 259 311 369 209 236 257 286 344 408 467 70 82 92 101 111 132 154 88 103 115 125 139 164 193 126 141 153 169 201 236 269 37 148 179 202 220 245 294 349 198 223 243 271 325 386 442 81 95 106 115 128 151 178 116 130 141 156 185 217 247 38 141 170 191 208 232 279 331 187 211 230 256 308 366 419 74 87 98 106 118 139 164 107 119 130 144 170 200 228 39 133 161 181 198 220 265 314 178 200 218 243 292 347 397 69 81 90 98 109 129 151 98 110 120 133 157 185 211 40 127 153 172 188 209 251 298 169 190 207 231 278 330 377 64 75 84 91 101 119 140 91 102 111 123 146 171 195 41 161 181 197 220 264 314 359 85 95 103 114 135 159 181 42 153 173 188 209 252 299 342 79 88 96 106 126 148 168 43 146 165 179 200 240 285 326 73 82 89 99 117 138 157 44 139 157 171 191 229 272 311 68 76 83 92 109 128 146 8.5 9.0 10.2 11.7 11.911.6 7.3 7.77.2 7.7 8.4 8.9 22K11 8.9 10.1 11.6 6.56.4 7.2 7.7 8.4 10.1 22K5 20K4 20K5 20K6 20K7 22K6 22K7 22K9 22K10 18K3 18K4 18K5 18K6 20K9 20K1018K7 18K9 18K10 20K3 22K4 ASD Based on a 50 ksi Maximum Yield Strength - Loads Shown In Pounds Per Linear Foot (plf) STANDARD LOAD TABLE FOR OPEN WEB STEEL JOISTS, K-SERIES 121 Joist Approx. Wt Depth Max Designation in Lbs. Per in Load Linear Ft inches (plf) (Joists only)< 81 81-99 100-111 112 115 118 121 124 127 130 133 136 139 142 145 148 151 155 160 80DLH15 40 80 966 78240 78240 699 663 632 602 575 549 525 503 482 461 443 425 408 392 371 347 321 296 275 255 236 220 205 192 179 167 157 147 139 130 120 109 80DLH16 46 80 1161 94020 94020 840 802 763 727 691 658 628 600 574 549 525 504 483 463 439 411 375 347 321 297 276 257 240 224 209 196 184 172 162 152 141 128 80DLH17 53 80 1341 108630 108630 971 926 881 839 800 765 731 699 669 641 615 590 567 545 517 485 451 416 386 358 332 309 288 269 252 235 221 207 195 183 169 154 80DLH18 60 80 1518 122760 122760 1097 1044 993 947 903 863 825 789 756 723 695 666 641 615 584 548 516 477 441 409 380 354 330 308 288 270 253 237 223 210 194 176 80DLH19 67 80 1768 143220 143220 1280 1218 1160 1104 1052 1005 960 918 878 840 806 774 743 714 677 635 578 533 493 458 425 396 369 344 322 301 283 266 250 235 217 197 80DLH20 75 80 1987 160980 160980 1446 1382 1323 1268 1211 1157 1104 1056 1011 968 927 891 855 821 780 731 646 596 552 512 475 443 412 385 360 337 316 297 279 263 243 220 < 89 89-99 100-120 121 124 127 130 133 136 139 142 145 148 151 155 160 165 170 175 88DLH16 46 88 1048 93270 93270 771 735 701 671 642 615 591 567 545 524 503 477 448 422 398 376 361 336 313 291 272 254 238 223 210 197 186 172 156 143 130 119 88DLH17 51 88 1185 105450 105450 871 830 789 753 719 687 659 630 605 579 557 528 495 465 437 412 404 375 349 325 304 284 266 249 234 220 207 191 173 159 146 133 88DLH18 58 88 1359 120930 120930 1001 953 908 866 827 791 756 725 695 666 639 607 569 535 503 474 460 427 397 370 346 323 303 284 267 250 236 218 199 181 165 152 88DLH19 65 88 1572 139890 139890 1157 1101 1049 999 954 912 873 836 801 770 738 701 657 617 580 547 521 484 450 420 392 367 343 322 302 284 267 248 225 205 187 172 88DLH20 76 88 1808 160950 160950 1334 1281 1232 1184 1133 1085 1041 998 959 921 885 841 790 743 700 660 623 579 539 502 469 438 410 385 361 340 320 296 269 246 224 206 88DLH21 89 88 2231 198540 198540 1649 1568 1494 1425 1361 1301 1244 1191 1143 1097 1053 999 936 880 827 779 724 673 626 584 545 509 477 447 420 395 372 344 313 285 261 239 < 97 97-99 100-129 130 133 136 139 142 145 148 151 155 160 165 170 175 180 185 190 96DLH17 52 96 1085 105270 105270 810 776 744 711 684 657 632 608 578 542 509 480 452 427 404 382 389 363 339 318 298 280 263 247 229 208 190 173 159 146 134 124 96DLH18 58 96 1222 118500 118500 912 875 839 803 770 740 713 686 653 615 579 546 516 488 463 438 443 413 386 362 340 319 300 282 261 237 216 198 181 166 153 141 96DLH19 66 96 1460 141660 141660 1091 1046 1001 957 917 878 842 809 768 720 676 636 601 566 536 507 502 469 438 410 385 361 340 320 296 269 246 224 206 189 174 161 96DLH20 74 96 1644 159420 159420 1236 1184 1131 1083 1037 993 952 915 868 815 766 721 680 642 607 574 569 531 496 465 436 409 385 362 336 305 277 254 233 214 196 181 96DLH21 90 96 2062 200010 200010 1541 1473 1410 1350 1296 1243 1196 1149 1093 1026 965 908 856 809 765 724 698 652 610 571 535 503 473 445 412 374 341 312 286 263 242 224 96DLH22 102 96 2310 224070 224070 1725 1662 1601 1542 1487 1436 1382 1329 1264 1188 1118 1054 995 941 890 843 811 757 708 663 622 584 549 517 479 435 396 362 332 305 281 259 < 105 139 142 145 148 151 155 160 165 170 175 180 185 190 195 200 205 104DLH18 59 104 1100 831 798 768 734 708 674 635 601 568 537 508 482 458 435 414 394 426 400 375 353 332 307 279 255 233 213 195 180 167 154 142 132 104DLH19 67 104 1337 1011 971 933 897 861 819 770 727 686 648 613 581 552 524 497 473 484 453 426 401 377 349 317 289 265 242 222 204 189 175 162 150 104DLH20 75 104 1504 1146 1107 1071 1032 992 944 886 833 784 739 698 660 626 593 563 535 548 513 483 453 427 395 359 327 299 274 251 232 214 198 184 170 104DLH21 90 104 1890 1434 1376 1322 1271 1220 1160 1091 1028 970 917 866 821 779 740 703 668 673 632 593 558 525 486 442 403 368 337 307 284 263 244 226 209 104DLH22 104 104 2119 1607 1551 1499 1449 1401 1340 1261 1189 1121 1059 1001 949 901 855 812 774 783 734 689 648 610 564 513 468 428 392 359 331 306 283 262 244 104DLH23 109 104 2334 1772 1712 1644 1578 1514 1437 1348 1267 1192 1125 1062 1004 952 902 857 814 819 768 721 678 638 590 536 489 447 410 377 347 320 296 274 254 < 113 148 151 155 160 165 170 175 180 185 190 195 200 205 210 215 220 112DLH19 67 112 1223 935 900 857 805 759 716 677 643 610 579 549 523 498 476 454 433 466 439 406 369 336 308 281 259 238 220 203 189 175 162 151 142 112DLH20 76 112 1384 1065 1032 985 927 873 824 780 740 702 667 632 603 574 547 522 500 528 497 459 418 381 348 319 293 270 249 231 213 198 184 171 160 112DLH21 91 112 1743 1337 1287 1223 1150 1083 1022 966 915 867 823 782 744 709 676 645 616 650 612 566 514 469 429 393 361 333 306 283 263 244 227 211 198 112DLH22 104 112 1956 1499 1451 1392 1321 1250 1181 1117 1057 1002 952 904 860 820 782 745 712 755 711 657 598 545 498 457 419 386 356 329 306 283 264 246 229 112DLH23 110 112 2155 1653 1601 1535 1454 1369 1288 1214 1147 1086 1030 977 928 882 839 800 763 790 744 688 625 571 522 478 439 404 373 345 320 297 276 257 239 112DLH24 131 112 2555 1956 1895 1818 1727 1631 1539 1455 1379 1307 1241 1179 1123 1070 1019 972 928 957 901 834 758 691 632 579 532 489 451 418 387 359 334 311 291 < 121 166 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240 120DLH20 77 120 1229 896 856 808 766 726 691 658 627 598 570 544 521 498 477 457 439 430 400 367 338 311 287 265 246 228 212 198 185 172 161 151 142 120DLH21 92 120 1528 1122 1072 1012 959 908 864 821 782 745 710 678 648 620 593 569 545 530 494 452 416 383 353 326 303 281 262 244 227 212 199 186 173 120DLH22 104 120 1751 1283 1235 1169 1106 1049 997 949 903 860 821 783 749 716 686 657 629 616 574 526 483 445 411 380 352 327 304 283 265 247 231 217 204 120DLH23 111 120 1938 1415 1361 1287 1219 1157 1099 1046 995 948 903 862 822 786 751 719 689 644 601 551 506 466 430 397 369 341 318 296 276 258 241 227 213 120DLH24 132 120 2298 1676 1610 1522 1441 1367 1300 1237 1177 1122 1070 1022 977 934 894 857 821 781 728 667 613 565 521 482 447 414 386 359 335 313 293 275 258 120DLH25 152 120 2633 1926 1847 1748 1656 1571 1492 1418 1350 1287 1228 1173 1122 1073 1026 983 943 915 853 782 718 661 610 564 523 485 452 421 393 367 344 322 302 318630 211920 234480 278070 148650 184860 121-165 221010 243540 286660 113-147 138150 156360 196950 157890 198480 222540 105-138 115470 140430 245100 LRFD SPAN IN FEET 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) SAFE LOAD* in Lbs. Between 125 Joist Approx. Wt Depth Max Designation in Lbs. Per in Load Linear Ft inches plf (Joists only)< 81 81-99 100-111 112 115 118 121 124 127 130 133 136 139 142 145 148 151 155 160 80DLH15 40 80 644 52160 52160 466 442 421 401 383 366 350 335 321 307 295 283 272 261 247 231 321 296 275 255 236 220 205 192 179 167 157 147 139 130 120 109 80DLH16 46 80 774 62680 62680 560 535 509 485 461 439 419 400 383 366 350 336 322 309 293 275 375 347 321 297 276 257 240 224 209 196 184 172 162 152 141 128 80DLH17 53 80 894 72420 72420 647 617 587 559 533 510 487 466 446 427 410 393 378 363 345 323 451 416 386 358 332 309 288 269 252 235 221 207 195 183 169 154 80DLH18 60 80 1010 81840 81840 731 696 662 631 602 575 550 526 504 482 463 444 427 410 389 366 516 477 441 409 380 354 330 308 288 270 253 237 223 210 194 176 80DLH19 67 80 1179 95480 95480 853 812 773 736 701 670 640 612 585 560 537 516 495 476 451 423 578 533 493 458 425 396 369 344 322 301 283 266 250 235 217 197 80DLH20 75 80 1325 107320 107320 964 921 882 845 807 771 736 704 674 645 618 594 570 547 520 487 646 596 552 512 475 443 412 385 360 337 316 297 279 263 243 220 < 89 89-99 100-120 121 124 127 130 133 136 139 142 145 148 151 155 160 165 170 175 88DLH16 46 88 699 62180 62180 514 490 467 447 428 410 394 378 363 349 335 318 299 281 265 251 361 336 313 291 272 254 238 223 210 197 186 172 156 143 130 119 88DLH17 51 88 790 70300 70300 581 553 526 502 479 458 439 420 403 386 371 352 330 310 292 274 404 375 349 325 304 284 266 249 234 220 207 191 173 159 146 133 88DLH18 58 88 906 80620 80620 667 635 605 577 551 527 504 483 463 444 426 404 379 356 335 316 460 427 397 370 346 323 303 284 267 250 236 218 199 181 165 152 88DLH19 65 88 1048 93260 93260 771 734 699 666 636 608 582 557 534 513 492 467 438 411 387 364 521 484 450 420 392 367 343 322 302 284 267 248 225 205 187 172 88DLH20 76 88 1206 107300 107300 889 854 821 789 755 723 694 665 639 614 590 560 527 495 467 440 623 579 539 502 469 438 410 385 361 340 320 296 269 246 224 206 88DLH21 89 88 1487 132340 132340 1099 1045 996 950 907 867 829 794 762 731 702 666 624 586 551 519 724 673 626 584 545 509 477 447 420 395 372 344 313 285 261 239 < 97 97-99 100-129 130 133 136 139 142 145 148 151 155 160 165 170 175 180 185 190 96DLH17 52 96 724 70180 70180 540 517 496 474 456 438 421 405 385 362 339 320 302 284 269 255 389 363 339 318 298 280 263 247 229 208 190 173 159 146 134 124 96DLH18 58 96 814 79000 79000 608 583 559 535 513 493 475 457 435 410 386 364 344 326 308 292 443 413 386 362 340 319 300 282 261 237 216 198 181 166 153 141 96DLH19 66 96 974 94440 94440 727 697 667 638 611 585 561 539 512 480 451 424 401 378 357 338 502 469 438 410 385 361 340 320 296 269 246 224 206 189 174 161 96DLH20 74 96 1096 106280 106280 824 789 754 722 691 662 635 610 579 543 510 481 453 428 405 382 569 531 496 465 436 409 385 362 336 305 277 254 233 214 196 181 96DLH21 90 96 1375 133340 133340 1027 982 940 900 864 829 797 766 728 684 643 605 571 539 510 482 698 652 610 571 535 503 473 445 412 374 341 312 286 263 242 224 96DLH22 102 96 1540 149380 149380 1150 1108 1067 1028 991 957 921 886 843 792 745 702 664 627 594 562 811 757 708 663 622 584 549 517 479 435 396 362 332 305 281 259 < 105 139 142 145 148 151 155 160 165 170 175 180 185 190 195 200 205 104DLH18 59 104 733 554 532 512 489 472 450 423 400 378 358 339 321 305 290 276 263 426 400 375 353 332 307 279 255 233 213 195 180 167 154 142 132 104DLH19 67 104 892 674 647 622 598 574 546 513 485 457 432 409 387 368 350 332 315 484 453 426 401 377 349 317 289 265 242 222 204 189 175 162 150 104DLH20 75 104 1002 764 738 714 688 661 629 591 555 522 493 465 440 417 395 375 357 548 513 483 453 427 395 359 327 299 274 251 232 214 198 184 170 104DLH21 90 104 1260 956 917 881 847 813 773 727 685 647 611 578 547 519 493 469 446 673 632 593 558 525 486 442 403 368 337 307 284 263 244 226 209 104DLH22 104 104 1413 1071 1034 999 966 934 893 841 792 747 706 668 633 600 570 542 516 783 734 689 648 610 564 513 468 428 392 359 331 306 283 262 244 104DLH23 109 104 1556 1181 1141 1096 1052 1009 956 899 845 795 750 708 670 635 602 571 543 819 768 721 678 638 590 536 489 447 410 377 347 320 296 274 254 < 113 148 151 155 160 165 170 175 180 185 190 195 200 205 210 215 220 112DLH19 67 112 815 623 600 571 537 506 478 451 428 406 386 366 348 332 317 303 289 466 439 406 369 336 308 281 259 238 220 203 189 175 162 151 142 112DLH20 76 112 922 710 688 657 618 582 549 520 493 468 445 422 402 383 365 348 333 528 497 459 418 381 348 319 293 270 249 231 213 198 184 171 160 112DLH21 91 112 1162 891 858 816 767 722 681 644 610 578 549 521 496 473 450 430 411 650 612 566 514 469 429 393 361 333 306 283 263 244 227 211 198 112DLH22 104 112 1304 999 967 928 880 833 787 744 705 668 635 602 574 546 521 497 474 755 711 657 598 545 498 457 419 386 356 329 306 283 264 246 229 112DLH23 110 112 1437 1102 1067 1023 970 913 859 810 765 724 686 651 618 588 560 533 509 790 744 688 625 571 522 478 439 404 373 345 320 297 276 257 239 112DLH24 131 112 1703 1304 1263 1212 1151 1087 1026 970 919 871 828 786 748 713 680 648 619 957 901 834 758 691 632 579 532 489 451 418 387 359 334 311 291 < 121 166 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240 120DLH20 77 120 819 597 571 538 510 484 461 438 418 399 380 362 347 332 318 305 292 430 400 367 338 311 287 265 246 228 212 198 185 172 161 151 142 120DLH21 92 120 1019 748 714 675 639 606 576 548 521 497 474 452 432 414 396 379 363 530 494 452 416 383 353 326 303 281 262 244 227 212 199 186 175 120DLH22 104 120 1168 855 823 779 737 699 665 632 602 574 547 522 499 477 457 438 420 616 574 526 483 445 411 380 352 327 304 283 265 247 231 217 204 120DLH23 111 120 1292 943 907 858 813 771 733 697 664 632 602 574 548 524 501 479 459 644 601 551 506 466 430 397 369 341 318 296 276 258 241 227 213 120DLH24 132 120 1532 1117 1073 1015 961 912 867 824 785 748 713 681 651 623 596 571 548 781 728 667 613 565 521 482 447 414 386 359 335 313 293 275 258 120DLH25 152 120 1756 1284 1231 1165 1104 1047 994 946 900 858 819 782 748 715 684 656 628 915 853 782 718 661 610 564 523 485 452 421 393 367 344 322 302 192440 121-165 92100 104240 131300 148360 156320 185380 212420 123240 141280 163400 113-147 99100 ASD SPAN IN FEET 147340 162360 Between 105-138 76980 93620 STANDARD LOAD TABLE LONGSPAN STEEL JOISTS, DLH-SERIES Based on a 50 ksi Maximum Yield Strength - Loads Shown in Pounds per Linear Foot (plf) SAFE LOAD* in Lbs. 105260 132320 194 CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS TABLE 2.7-2 K, LH, and DLH SERIES JOISTS MAXIMUM JOIST SPACING FOR DIAGONAL BRIDGING JOIST DEPTH BRIDGING ANGLE SIZE – (EQUAL LEG ANGLE) 1 x 7/64 (25 x 3 mm) r = 0.20” (5.08 mm) 1-1/4 x 7/64 (32 x 3 mm) r = 0.25” (6.35 mm) 1-1/2 x 7/64 (38 x 3 mm) r = 0.30” (7.62 mm) 1-3/4 x 7/64 (45 x 3 mm) r = 0.35” (8.89 mm) 2 x 1/8 (50 x 3 mm) r = 0.40” (10.16 mm) 2 ½ x 5/32 (64x 4 mm) r=0.50” (12.70 mm) 3 x 3/16 (76 x 5 mm) r = 0.60” (15.24 mm) 3 ½ x 1/4 (89 x 6 mm) r = 0.70” (17.78 mm) in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) ft.-in. (mm) 12” (305) 14” (356) 16” (406) 18” (457) 20” (508) 22” (559) 24” (610) 26” (660) 28” (711) 30” (762) 32” (813) 36” (914) 40” (1016) 44” (1118) 48” (1219) 52” (1321) 56” (1422) 60” (1524) 64” (1626) 68” (1727) 72” (1829) 80” (2032) 88” (2235) 96” (2438) 104” (2642) 112” (2845) 120” (3048) 6’-7” (2007) 6’-6” (1981) 6’-6” (1981) 6’-6” (1981) 6’-5” (1955) 6’-4” (1930) 6’-4” (1930) 6’-3” (1905) 6’-3” (1905) 6’-2” (1879) 6’-1” (1854) 5’-11”(1803) 5’-9”(1753) 5’-6”(1676) 5’-4”(1626) 5’-0”(1524) 4’-9”(1448) 4’-4”(1321) ** ** ** ** 8’-3” (2514) 8’-3” (2514) 8’-2” (2489) 8’-2” (2489) 8’-2” (2489) 8’-1” (2463) 8’-1” (2463) 8’-0” (2438) 8’-0” (2438) 7’-11 (2413) 7’-10”(2387) 7’-9” (2362) 7’-7” (2311) 7’-5” (2260) 7’-3” (2209) 7’-1”(2159) 6’-10”(2083) 6’-8”(2032) 6’-4”(1931) 6’-1”(1854) 5’-9”(1753) 5’-0”(1524) ** ** 9’-11”(3022) 9’-11”(3022) 9’-10”(2997) 9’-10”(2997) 9’-10”(2997) 9’-10”(2997) 9’-9” (2971) 9’-9” (2971) 9’-8” (2946) 9’-8” (2946) 9’-7” (2921) 9’-6” (2895) 9’-5” (2870) 9’-3” (2819) 9’-2” (2794) 9’-0” (2743) 8’-10”(2692) 8’-7” (2616) 8 -5” (2565) 8’-2” (2489) 8’-0” (2438) 7’-5”(2260) 6’-9”(2058) 6’-0”(1829) ** ** 11’-7” (3530) 11’-7” (3530) 11’-7” (3530) 11’-6” (3505) 11’-6” (3505) 11’-6” (3505) 11’-5” (3479) 11’-5” (3479) 11’-5” (3479) 11’-4” (3454) 11’-4” (3454) 11’-3” (3429) 11’-2” (3403) 11’-0” (3352) 10’-11”(3327) 10’-10” (3302) 10’-8” (3251) 10’-6” (3200) 10’-4” (3149) 10’-2” (3098) 10’-0” (3048) 9’-6” (2895) 9’-0” (2743) 8’-5” (2565) 7’-9” (2362) 7’-0” (2134) ** 13’-3”(4038) 13’-3”(4038) 13’-3”(4038) 13’-3”(4038) 13’-2”(4013) 13’-2”(4013) 13’-2”(4013) 13’-1”(3987) 13’-1”(3987) 13’-1”(3987) 13’-0” (3962) 12’-11”(3973) 12’-10”(3911) 12’-9” (3886) 12’-8” (3860) 12’-7” (3835) 12’-5” (3784) 12’-4” (3759) 12’-2” (3708) 12’-0” (3657) 11’-10”(3606) 11’-6” (3505) 11’-1” (3378) 10’-8”(3251) 10’-1”(3073) 9’-6”(2895) 8’-9”(2667) 16’-7”(5055) 16’-7”(5055) 16’-7”(5055) 16’-7”(5055) 16’-7”(5055) 16’-6”(5029) 16’-6”(5029) 16’-6”(5029) 16’-6”(5029) 16’-5”(5004) 16’-5”(5004) 16’-4”(4979) 16’-4”(4979) 16’-3”(4953) 16’-2”(4928) 16’-1”(4902) 16’-0”(4877) 15’-10”(4826) 15’-9” (4801) 15’-8” (4775) 15’-6” (4724) 15’-3” (4648) 14’-11”(4546) 14’-7” (4445) 14’-2” (4318) 13’-9” (4191) 13’-4”(4064) 19’-11”(6070) 19’-11”(6070) 19’-11”(6070) 19’-11”(6070) 19’-11”(6070) 19’-11”(6070) 19’-10”(6045) 19’-10”(6045) 19’-10”(6045) 19’-10”(6045) 19’-9”(6020) 19’-9”(6020) 19’-8”(5994) 19’-7”(5969) 19’-7”(5969) 19’-6”(5943) 19’-5”(5918) 19’-4”(5893) 19’-3”(5867) 19’-2”(5842) 19’-1” (5816) 18’-10”(5740) 18’-7” (5664) 18’-4” (5588) 18’-0” (5486) 17’-8” (5385) 17’-3” (5258) 23’-3”(7086) 23’-3”(7086) 23’-3”(7086) 23’-3”(7086) 23’-3”(7086) 23’-3”(7086) 23’-3”(7086) 23’-2”(7061) 23’-2”(7061) 23’-2”(7061) 23’-2”(7061) 23’-1”(7035) 23’-1”(7035) 23’-0”(7010) 22’-11”(6985) 22’-11”(6985) 22’-10”(6960) 22’-9”(6935) 22’-8”(6909) 22’-7”(6884) 22’-6” (6858) 22’-4” (6807) 22’-1” (6731) 21’-11”(6680) 21’-8” (6604) 21’-4” (6503) 21’-1” (6426) **INTERPOLATION BELOW THE MINIMUM VALUES SHOWN IS NOT ALLOWED. SEE TABLE 2.7-3 FOR MINIMUM JOIST SPACE FOR DIAGONAL ONLY BRIDGING.