The New Columbia Joist Company ENGINEERING AND MANUFACTURING

Transcription

1 ENGINEERING AND MANUFACTURING K, KCS, LH, DLH SERIES JOISTS, JOIST GIRDERS 42 EDITION NICHOLAS J. BOURAS, INC. Sales and Administration 2006

2 II NOTICE OF RESPONSIBILITIES The information presented in this manual has been prepared in accordance with generally recognized engineering principles. We recommend that this information not be used or relied upon for any application without a thorough review by a licensed professional engineer or architect of the proposed application. (NCJ) makes no representation or warranty with respect to any information contained in this manual, including but not limited to the accuracy, completeness or suitability of such information for any particular purpose or use. NCJ expressly disclaims any and all warranties. By making this information available NCJ is not rendering professional services, and assumes no duty or responsibility with respect to design, determination or interpretation of building codes or the use of presented information by others. Any party using the information contained in this manual assumes all liability from such use. Since hazards may be associated with the handling, installation, or use of steel joists and their accessories, prudent construction practices should always be followed. We recommend that parties involved in such handling, installation or use review all applicable rules and regulation of the Occupational Safety and Health Administration and other relevant construction practice.

3 III Table of Contents Notes to those Specifying Joists... IV, V K AND KCS SERIES Geometry and Minimum Lengths... VI Joist Substitutes/Profiles... VI, VII End Conditions... VII, VIII Slopes... VIII Extended Ends; Extensions; Standard Ends... IX Joist Ducts... X Attaching Deck to Joists... X Specifying KCS Series... X, XI Uplift and Bridging... XI Details... XIII LH AND DLH SERIES Bridging... XI, XII Details... XIII Geometry; Camber... XV Types and Designations... XVI JOIST GIRDER SERIES Geometry; Camber... XV Girder Types... XV, XVII End Bearing Information... XVIII Without End Moments... XIX Girder Detailing... XIX Moment Connection Details... XX Determining Approximate Moment of Inertia... XX Standard Joist Girder Designation... XXI Skewed Joist Conditions; Slot Standards... XIV Web Stiffeners... XIV Seat Forces... XVII Force and Moment Format... XVIII Erection Guide... XXI Quality Control; Features and Advantages... XXII Available Publications... XXIII Steel Joist Institute Standards and Tables THE NEW COLUMBIA JOIST PLANT - New Columbia, PA (NCJ) is the joist fabricating subsidiary of Nicholas J. Bouras, Inc. Nicholas J. Bouras, Inc. (NJB) is the sales force behind (NCJ) and United Steel Deck, Inc. (USD). Visit NCJ on the internet at: is a member of the Steel Joist Institute and is approved to fabricate K, KCS, LH, DLH series joists and joist girders. The tables and specifications in this manual are from the SJI. The information on pages I thru XXII is provided by The New Columbia Joist Company for use by engineers, architects, detailers and purchasers. If you have any questions about the information in this manual or about the products please contact NCJ via phone: (570) , fax: ( 570) , or ncjc@bourasind.com. Visit SJI on the internet at: Represent areas in our manual that apply to K, KCS, LH and DLH series joists. IMPORTANT UPDATES SJI Notice Regarding OSHA The Occupational Safety and Health Administration (OSHA) has issued a revised set of steel erection regulations (29 CFR Open Web Steel Joists - effective date ) which impact the manufacture and installation of open web steel joists. Please refer to the new OSHA Regulations ( and the Steel Joist Institute s (SJI) OSHA Position Paper ( for specific details. Based upon industry sponsored research, the SJI has developed new requirements for the use of erection stability bridging. The new SJI specifi- cations require bolted diagonal bridging to be installed for some K-Series and LH-Series joists before slackening the hoisting lines. The joist spans requiring this stability bridging are shaded in the load tables. It is very important for joist specifiers and erectors to know that OSHA regulations have changed with regards to joist erection. We strongly recommend that you review the new 29 CFR Part 1926, Subpart R- Steel Erection. This document has been summarized and commented upon by NCJ and SJI. Position papers from both NCJ and SJI can be obtained on the web sites of each organization. Shop Primer Standard finishes of NCJ joist products are either unpainted or coated with gray primer. Note that the primer is applied by dipping and cannot be considered an architectural finish. Hence, there are unavoidable drips, runs and sags associated with this application process. NCJ can supply joists with special coatings such as hot dipped galvanizing or epoxy paints. Special coatings add costs and fabrication time to the job. Bottom Bearing Joist Girders Bottom bearing joist girders are inherently unstable during erection. Extreme care must be exercised when erecting these types of products. Safety and stability of bottom bearing joist girders is the responsibility of the erector and/or specifying professional.

4 IV IV NOTES TO THOSE SPECIFYING JOISTS Load Combinations ASCE 7 has revised load combinations and the use of an allowable stress increase. A 0.75 load reduction is to be used when two or more loads, in addition to dead load, are being investigated. The two or more loads are to be multiplied by 0.75 and then added to the dead load. Increases in allowable stress cannot be used in these combinations. The reader is encouraged to review the most current ASCE 7 section on load combinations and the use of allowable stress increases. Concentrated & Varying Loads Standard SJI joists are intended to support uniform loads. Section 5.5 Loads of the Recommended Code of Standard Practice recommends that load diagrams be provided for joists supporting non-standard loads such as concentrated and tapered loads. A recommended method for selecting approximate joist sizes for nonstandard loads is outlined in Section 5.5 of the SJI specification, pages 91 to 93 and on pages XII and XIII of this catalog. Unless instructed otherwise through the use of load diagrams or special notes, joists shown as standard designations will be designed for the SJI uniform load according to the span and designation. Chord bending must be considered for concentrated loads that are not at panel points. Chord bending considerations are eliminated when the joist is designed for the effects of the concentrated loads and a shop or field applied web member is placed from the concentrated load to the nearest opposite chord panel point. (See page XIV for typical web stiffener detail.) Tapered loads such as snow drift need to be clearly shown and defined. The length, maximum load from drift and joists affected need to be identified through the use of load diagrams. KCS vs. K-Series Joists A KCS joist has constant moment and shear capacities along its length. The maximum uniform load is 550plf. This joist series allows flexibility of concentrated load locations and magnitudes due to items such as mechanical units. Since the joist is selected based upon maximum moment and shear the specifier needs only be sure that these values are not exceeded. Off panel loads must be reinforced according to the Field Applied Web Stiffener Detail on page XIV of this catalog. See pages 28 through 31 of the SJI specifications of this catalog and pages X and XI for KCS selection examples. Tie Joists Regulation (a)1 of the Office of Occupation Safety and Health Administration (OSHA) have special requirements for joists at or near columns. Required items include, but are not limited to, slotted bearings in joists, a column stabilizer plate (not by NCJC) with a hole for the attachment of guy wires and specific strength requirements (see figure 4 on page V.) All of these items provide stability to the structure during erection. Refer to the NCJC and SJI position papers for a more in-depth discussion of this topic. Effective -vs- Gross Moment of Inertia Because of their open-web system joist products experience some degree of shear deflection. Because of this effect the chord moment of inertia is not 100% effective. SJI recommends increasing deflections calculated using standard beam formulas by 15% to account for shear deflection. Therefore the effective moment of inertia is less than the chord moment of inertia, see equation 1 below. EQUATION 1 I Effective = The I j formulas at the beginning of the K, LH, DLH standard load tables are based on simple beam deflection increased by 15%. The I j formulas can be derived by increasing the simple beam deflection equation by 1.15, setting it equal to L/360 and solving for I of W and L. This is illustrated in an example in section 1006 of the SJI catalog, How to Specify Joist Girders. Moment of inertia values are also a consideration when designing joists as part of structural frames. The stiffness of members in a frame directly affect the distribution of the internal forces. The specifying professional must consider the effective joist moment of inertia in a frame analysis. The specifying professional can use the available formula in the SJI tables to calculate the approximate moment of interia of a member as discussed above. By stating that moment of inertia values on the contract documents it will be assumed that the specifying professional has already accounted for the 15% increase. Effective moment of inertia requires the 15% increase to be accounted for by the manufacturer. If gross or effective is not specified NCJ will assume gross moment of inertia applies. Chord Forces Structural frames and bracing systems may induce axial forces into joist chords. The specifying professional needs to define these forces on the documents. Moment Resisting Frames Joist products are routinely specified as members of moment resisting frames. These members must be designed to resist lateral moments and any continuity moments due to dead or live loads depending on the connection details. The specifying professional must provide all loading and assumed gross moment of inertia. The magnitude and type of each end moment, along with the breakdown of the concentrated loads must be provided. This will enable the joist to be designed for various load combinations. The approximate gross moment of inertia can be obtained from the I j equations listed at the beginning of the load tables and in Section 1006 of the Joist Girder specification. Research has shown that 100% of the chord moment of inertia is effective when analyzing I Gross 1.15 j in terms 1 critical weld P 2 strap erection joists using erection bolts. tie angles to carry continuity moments. e P M 3/4" A325 bolts M = P x e when columns are plumb, weld down seats and remove erection bolts.

5 V frames. Typically, the member is designed for the full gravity loads assuming a simple beam. The end moments are then combined with the concentrated loads for each appropriate load combination. The column connection is a very important consideration for joists in moment resisting frames. A direct connection of the joist top chord to the column is the most efficient means of developing the end moments. The connections must be designed by the specifying engineer to develop the required end moments. Chord member sizes can be provided by NCJC that will allow the specifying engineer to determine weld requirements. When a standard bearing detail is used an additional eccentric moment develops in the joist, see Figure 1. This additional moment must be resisted by the joist seat and the connection to the column. An alternative detail is to use a tie angle (figure 2 below). The tie angle resists the dead and live load moments by balancing the connection. However, any forces resulting from the unbalanced wind loads would have to be transferred through the joist seats. The preferred details for joists with end moments are shown on page XX of this catalog. These details tie the chords of the joists/ girders directly to the columns. Although these details require some field welding they provide positive attachment of the column. When joists that resist end moments sit on top of joist girders due consideration must be given to the load path of the forces in the seats. The force couple resulting from the end moments on the joists must pass through the girders. Often the girder seats require stiffening plates that can interfere with bolting requirements (see figure 3.) Sloped Joists The Standard SJI Load Tables are intended for parallel chord joists installed to a maximum slope of 1/2 inch per foot with the load normal to the top chord. For sloping members live load is typically projected over the plan length and dead load along the slope length. It is the responsibility of the design professional to properly utilize the SJI load tables by resolving all loads normal to the top chord. Any components parallel to the top chord must be specified by the design professional and should be included as additional axial load in the top chord. NCJ will determine uniform loads based on the standard designation and actual length of joists along member slope unless instructed otherwise. If no additional axial top chord loads are noted on the contract documents NCJ will assume that the design professional has accounted for them in the selection of a standard joist. See page VIII for an example illustrating a suggested method of specifying sloping joists and required seat depths. built into a member. Camber is based upon a radius of 3,600 feet. Depending on the length of a cantilevered end it may have an initial downward deflection as a result of camber within the span. Cantilevered ends must be investigated for deflection and camber by the specifying professional. All joists are manufactured with the approximate camber as specified in sections 4.7, and The specifying professional is responsible for the joist designation and consideration of the camber with respect to other components of the structure. Exterior and end joists may not receive the same amount of load as adjacent joists and therefore experience different deflections. The specifier should consider relative deflections when selecting joists. Approximate moment of inertia formulae are contained in the SJI load tables. can provide approximate moment of inertia information upon request. Vibration in Joist Systems Elevated floors utilizing joists tend to have vibration characteristics that may be perceptible. It is the responsibility of the design professional to evaluate the structural system for the effects of vibration. Ponding Ponding analysis must be performed by the specifying professional. Any special requirement such as minimum moment of inertia must to be clearly shown on the documents. Pedestrian and Pipe Bridges Joist products are occasionally utilized in non-standard applications such as pedestrian and pipe bridges. These applications often use two joists without top chord decking. The stability and capacity of steel joists are dependant upon proper lateral bracing of the compression chord according to the SJI requirements. Lateral stability of the compression chords must be evaluated by the specifying design professional. Installation and erection according to SJI requirements is the responsibility of the specifying professional. NCJ cannot be held responsible for the improper use of its products and any liabilities from such use. Camber Camber is optional for K-Series joists, however, NCJ manufactures all joists with camber. Camber is the initial upward curvature that is 3 critical 4 chord force from end moment connection 9/16 x 2 3 1/2" Gage 2 1/2" 1/2 Beam Gage stiffener plates Shortspan - Tie Joist

6 VI VI GEOMETRY AND MINIMUM LENGTHS Overall Length K-Series joists are supplied with underslung or square ends. Top and bottom chords are parallel, they cannot be pitched relative to the bottom chords. Double or single pitched top chords must be specified as longspans. Joists can be supplied with tilted bearings in directon of joist slope only. 2 1/2" T.C.X. Round Bar Interior Web (TYP) 4" Round Bar End Web Base Length Panel Length Bottom Chord Top Chord Square Ended Joists It is imperative that bottom bearing, square ended joists be installed with the top chord UP. The joists are fabricated with camber and must be erected with the Camber Up. There should not be any initial downward deflection. If there is any question regarding the proper orientation of the joists please immediately contact NCJC. 2 1/2" T.C.X. 4" Round Bar End Web Crimped Angle Interior Web (TYP) ROUND BAR WEB Overall Length Base Length Panel Length Top Chord Single Angle Vertical Bottom Chord CRIMPED ANGLE WEB Members Chords are composed of two angles designed according to SJI criteria. Webs are single angle, crimped angle, or bent round bar. TYPE ROUND BAR CRIMPED NOTE (2) (2) (2) (3) JOIST DEPTH 8K 10K 12K 14K 16K 18K 20K 22K 24K 26K 28K 30K PANEL LENGTH 19" 19" 19" 19" 24" 24" 24" 24" 48" 48" 48" 48" MINIMUM JOIST LENGTH (see notes 1, 4, 5) clear span+8" 4'-6" 4'-6" 4'-6" 4'-6" 5'-4" 5'-4"/7'-4" 5'-8"/7'-8" 6'-0"/8'-0" 6'-4"/8'-4" 8'-8" 9'-0" 9'-4" SINGLE ANGLE VERTICAL Notes: 1. Provide uniform design loads for joists less than standard SJI minimum length. See SJI load tables " thru 22" deep joists may be built as crimped angle web, depending on shop schedules at time of fabrication " deep joists may be built with round bar web, depending on shop schedules at the time of fabrication. 4. For lengths shorter than noted in table specify a joist substitute, see table below. 5. For joist depths with two Minimum Joist Lengths listed; the first length is the minimum length for round bar web joists, the second is for crimped angle web joists. 1" CRIMPED ANGLE WEB 1" BENT ROUND BAR WEB varies Joist Substitutes Joist substitutes are 2.5 inch deep sections intended for use in very short spans (less than 8 feet) where Open Web Steel Joists are impractical. They are commonly specified to span over hallways and short spans in skewed bays. SUBSTITUTE DESIGNATION SPAN (FT.) 2.5 INCH DEEP K-SERIES JOIST SUBSTITUTES 2.5 K1 2.5 K2 2.5 K3 Joist substitutes are fabricated from material conforming to Steel Joist Institute ALLOWABLE UNIFORM LOAD (PLF) Specifications. Full lateral support to the compressive flange is provided by attachments to the metal deck. Caution must be exercised during erection since joist substitutes exhibit some degree of instability. The ends must be welded to the supports per S.J.I. K-Series Specifications and the metal deck installed and attached to the top flange before loads of any description are placed on the joist / / / / / / / / / / / 143 substitutes. The figures shown in bold italics are the uniform live loads which produce an approximate deflection of 1/360 of the span. Note: Tilted or punched bearings are not available for K-Series Joist Substitutes. No bridging is required for Joist Substitutes, see page VII for Joist Substitute Profiles. K SERIES

7 VII END CONDITIONS K, KCS Series SJI 5.3, 5.4 LH, DLH Series SJI 104.4, Girder Series Not Recommended additional row of x-bolted bridging bridging near support (1) See cautionary note on page VI regarding erection of bottom bearing joists. K, KCS Series SJI 5.3, 5.4 LH, DLH Series SJI 104.4, Girder Series Not Recommended base length additional row of x-bridging bridging near support (1) extended end additional row of bridging at end (2) use standard SJI criteria for bearing use standard SJI criteria for bearing SQUARE ENDED, BOTTOM BEARING The setting plates should always be anchored to the masonry wall. The setting plate (designed and furnished by others) shall be located not more than one-half inch from the face of the wall. K, KCS Series SJI 5.3 LH, DLH Series SJI Girder Series SJI use standard SJI criteria for bearing CANTILEVERED, BOTTOM BEARING, SQUARE END Stagger Joist when less than minimum bearing is possible. Less than standard bearing length may be used if the specifying professional follows the guidelines in the appropriate specification section. K, KCS Series S.J.I " LH, DLH Series SJI Girder Series SJI /2" TYPICAL MASONRY BEARING Field welds which are thicker than SJI requirements need non-standard seats. Additional costs are incurred when joist seat thickness must be increased for thicker field welds. See below for standard SJI weld criteria. K, KCS Series SJI 5.6 LH, DLH Series SJI Girder Series SJI WELDED CONNECTIONS K, KCS Series SJI 5.6 LH, DLH Series SJI Girder Series SJI BOLTED CONNECTIONS STAGGERED JOISTS Slotted holes in bearing seats are furnished whenever bolted connections are required. Bolts are furnished by NCJC for joist-to-joist girder connections only. All other erection bolts are not by NCJC. gage slotted holes use standard SJI criteria for bearing use standard SJI criteria for bearing PRODUCT SERIES FILLET WELD THICKNESS FILLET WELD LENGTH K, KCS 1/8" 1" long, one-each side LH, DLH, Girders 1/4" 2" long, one-each side PRODUCT SERIES DESCRIPTION (3) SLOT GAGE K, KCS Series 1/2" φ Erection Bolts (4) 9/16" x 2" 3 1/2" 3/4" φ Erection Bolts (5) 13/16" x 2" 3 1/2" LH, DLH Series 3/4" φ Erection Bolts 13/16" x 1 1/4" 4" Girder Series 3/4" φ Erection Bolts 13/16" x 1 1/4" 5" Notes: 1. X-bolted bridging is required near the supports of bottom bearing joists. 2. The use of horizontal, x-bolted, or x-welded bridging is at the discretion of the specifier. 3. NCJ supplies bridging, joist-to-joist girder connections and field splice bolts. 4. Standard Per SJI 5.6 (a), (b). 5. Non-Standard. Joist Substitute Profiles * span = clear span +4" 2 1/2" 4" 2 1/2" 2 1/2" clear span 2C2.5 C2.5 TS2.5 X ANGLES 2 TS2.5 X 2.5 Substitute profiles are subject to material availablity. * For steel - to - steel bearing - span = center line to center line of steel K SERIES

8 VIII END CONDITIONS (CONTINUED) Tilted Bearings - Shortspan Joists with Sloped Seats NCJ will provide sloped seats in the plane of the joist running parallel with the joist span. Transverse or compound slopes ar shimmed with shim packs furnished by others. e to be field 1(See notes 1 and 2) Base Length 2 (See notes 1 and 2) SL 12 Base Length *A 12" D 4" Max. Seat Low End Tag without TCX SL High End 4" Max. Seat High End without TCX 3 4 (See notes 1 and 3) TCX 12 SL (See notes 1 and 3) Base Length TCX (Type R) 2 1/2" **A SL 12" D 2 1/2" Check Clearance (See note 3) 4" Max. Seat Low End Tag with TCX High End 4" Max. Seat High End with TCX (2 1/2" deep maximum) Min. Seat Depths SLOPE IN./FT. 1/2" 1" 1 1/2" 2" 2 1/2" 3" 3 1/2" 4" 4 1/2" 5" 5 1/2" 6" 6 1/2" 7" 7 1/2" 8" **A 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" 2 1/2" **A 3 1/2" 3 1/2" 3 1/2" 3 1/2" 3 1/2" 3 1/2" 3 1/2" 3 1/2" 3 1/2" 3 1/2" 3 1/2" 3 1/2" 3 1/2" 3 1/2" 3 1/2" 3 1/2" * D 3 1/2" 3 3/4" 4" 4" 4 1/2" 4 1/2" 5" 5" 5" 5 1/2" 5 1/2" 5 1/2" 6" 6" 6 1/2" 6 1/2" Notes: 1. All details shown assume use of a 4" standard seat length. 2. Details 3 and 4 assume a 2 1/2" maximum depth TCX. 3. Detail 3 should be checked for clearance between the top chord and the outside edge of the support. 4. The depths shown are the minimum depths required for fabrication. * Without TCX. **With TCX. Specifying Joists at Slopes Greater than SJI Maximums GIVEN: Slope = 2:12 Spacing = 5'-0" Horiz. Span = 25'-0" LL = L/360 Dead Load = 25 psf Live Load (projected) = 30 psf L L FIND: SOLUTION: K SERIES Specify K-series joist in form of 24K10SP (Additional Axial) θ = tan -1 (2/12)= W DL = 5' x 25psf = 125 plf W LL(projected) = 5' x 30psf = 150 plf W TL(perpendicular) = 125 plf x cos(9.462 ) plf x cos 2 (9.462 ) = 270 plf Drag Force = 125 plf x sin(9.462 ) + (150 plf x sin(2 x ))/2 = 45 plf Total Drag Force = 45 plf x (25 ft/ cos(9.462 ) = 1,140# From economy tables select 14K4. Show on drawings 14K4SP (1,140#) is additional axial top chord force. DL L Lcos 2 DLcos Drag Force (PLF) = DLsin Θ + LL(sin2 Θ )/2

9 IX EXTENDED ENDS Top Chord Extension Design Assumptions Designed for SJI tabular load of joist unless otherwise stated by the design professional. Other loads must be specified on a loading diagram showing magnitude and location. Deflection limits, if a design criteria, must be stated on the contract documents. Top chord extension assumed to be laterally stayed by the floor slab or roof deck. Extended Bearing Seat Seats longer than the standard bearing can be accommodated by requesting an Extended Bearing Seat. Note that the extended bearing seat does not change the location of the working point of the joist reaction. NCJ considers only the standard bearing as being effective in transferring the joist reaction. Minimum bearing requirements must be fulfilled within the standard bearing length of the extended seat. The working point of the end web is 2" in from a standard bearing length. Top Chord Extension, SJI Type S Extended top chords are provided when the top chord alone is capable of supporting the loads specified. Alternatively, S1 through S12 can be specified, see pages 12 and 13. standard bearing length standard bearing length standard bearing length EXTENDED BEARING SEAT, NCJC TYPE E TOP CHORD EXTENSION SJI TYPE S1 THROUGH S12 TCX TCX TCX Reinforced Top Chord Extension, SJI Type R Reinforced extended ends can be furnished when the top chord angles alone cannot support the loads specified. Alternatively, R1 through R12 can be specified, see pages 12 and 13. Standard depths of 2 1/2 and 5 are used for these extensions. REINFORCED TOP CHORD EXTENSION SJI TYPE R1 THROUGH R12 TCX = Top Chord Extension BOTTOM CHORD EXTENSIONS Bottom Chord Extensions Both bottom chords can be extended to the face of columns, beams or walls when additional lateral support is required. Ceiling Extensions When ceilings are to be supported from the bottom chords of joists, one of the bottom chord members can be extended to the face of the support. Rigid Connections If a rigid connection of the bottom chord is to be made to the column or other supports, it shall be made at the direction of the specifying professional. Typically this connection is made after all dead loads are in place. Once this connection is made the joist is no longer simply supported and the system must be evaluated for continuity by the specifying professional. Please see suggested moment connections on Page XVII. 1" typical from face of wall. Specifying Standard Extended Ends Below are examples of how to evaluate and specify 2 1/2 deep Type R1 to R12 or S1 to S12 extended ends. (See pages 11 through 13 of the SJI catalog for extension properties.) If the required moment of inertia or section modulus is greater than those for the R12 extension then seats deeper than 2 1/2 are required. Please contact NCJ directly for determining if 5" deep extensions will work for your application. Limit LL = L/240 (L = length of cantilever) PROBLEM #1 w DL = 100 plf w LL = 125 plf P DL = 0# P LL =0# SOLUTION: w TL = 100 plf plf = 225 plf w LL = 125 plf Specify type S12 extension on plans. Capacities of S12; W TL = 246 plf W LL = 147 plf w (DL + LL) PROBLEM #2 w DL = 100 plf w LL = 125 plf P DL = 100# P LL =125# SOLUTION: Calculate S req d and I req d then select standard extension. Assume fixed end cantilever condition, F b = 30 ksi and E = 29,000 ksi. 3'-0" P M max = W TL (L 2 ) + P TL (L) = 1,687.5 lb-ft; S req d = M max (12 in/ft) = in (50,000) LL = W LL (L 4 ) + P LL (L 3 ) = x 10 6 = and LLmax = 3 ft. (12in/ft) = in. 8EI req d 3EI req d EI req d I req d 240 Set LL = LLmax = in. I req d = in 4 I req d Since S req d and I req d are > than those for S12 the S Type extensions are not adequate. However, S req d or I req d are < than those for R1 Specify an R1 extension. If S req d or I req d were > than those for R12 a deeper seat would be required. Contact NCJ for checking the deeper extension. K SERIES

10 XX JOIST DUCTS This information is based upon standard SJI loading, spans and NCJ panel configuration. Joists with special loading requirements may have different dimensions and need to be reviewed individually. If a specific duct location and size is required it must be explicitly noted on the structural documents. No allowance has been made for fireproofing. The dimensions shown are maximum overall sizes capable of being passed through standard joists. If fireproofing is required the duct size must be reduced. Due to the variability of joist girder configurations this table does not apply to girders. 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. JOIST SERIES JOIST DEPTH JOIST SIZES BOTTOM CHORD PANEL MAXIMUM DUCT OPENING SIZES DUCT SIZE LENGTH ROUND SQUARE RECTANGULAR 8" 19" 5" 4" x 4" 3" x 6" 10" 19" 5" 4" x 4" 3" x 7" 12" 19" 7" 5" x 5" 3" x 8" 14" 19" 8" 6" x 6" 5" x 9" 16" 24" 8" 6" x 6" 5" x 9" 18" 24" 9" 7" x 7" 5" x 9" 20" 24" 10" 8" x 8" 6" x 11" 22" 24" 10" 9" x 9" 7" x 11" 24" 48" 12" * 10" x * 10" 7" x 13" * 26" 48" 15" * 12" x * 12" 9" x 18" * 28" 48" 16" * 13" x * 13" 9" x 18" * 30" 48" 17" * 14" x * 14" 10" x 18" * 10" 19" 5" 4" x 4" 3" x 7" 12" 19" 7" 5" x 5" 3" x 8" 14" 19" 8" 6" x 6" 5" x 9" 16" 24" 8" 6" x 6" 5" x 9" 18" 24" 9" 7" x 7" 5" x 9" 20" 24" 10" 8" x 8" 6" x 11" 22" 24" 10" 9" x 9" 7" x 11" 24" 48" 12" * 10" x * 10" 7" x 13" 26" 48" 15" * 12" x * 12" 9" x 18" * * 28" 48" 16" * 13" x * 13" 9" x 18" 30" 48" 17" * 14" x * 14" 10" x 18" * * 18" 48" 10" 8" x 8" 7" x 12" 20" 48" 12" 9" x 9" 7" x 14" 24" 48" 14" 11" x 11" 9" x 16" 28" 56" 16" 13" x 13" 10" x 20" 32" 64" 20" 16" x 16" 13" x 22" 36" 72" 22" 18" x 18" 16" x 22" 40" 80" 26" 21" x 21" 17" x 27" 44" 88" 28" 23" x 23" 20" x 30" 48" 96" 30" 25" x 25" 20" x 34" Sizes are based on a crimped angle web system. The sizes may be reduced when a rod web configuration is used. K-Series KCS-Series LH-Series * ATTACHING DECK TO JOISTS The SJI specifications call for steel deck to be attached to K and LH (and DLH) series joists at a maximum spacing of 36" (914 and, the attachment for K series be capable of resisting a lateral force of 300 lbs (1.34 kn). For LH or DLH the resisting for from 120 lbs/ft. to 250 lbs./ft. (1.75 kn/m to 3.65 kn/m.). Deck is normally attached at spacings less than 36" and the attach easily meet the load requirements. Attachments can be arc puddle welds, screws, pneumatic or powder driven pins. If the deck to be welded and thinner than 22 gage then welding washers should be used. Deck thicker than 22 gage does not require welding washers. (22 gage = " = 0.7mm) Fastening the deck not only stabilizes the joist top chords but provides diaphragm strength and wind uplift resistance. In add some fire ratings specify the amount of fastening required. Our affiliated company, United Steel Deck, Incorporated, our affil company, can provide information, including diaphragm data, that can be used in selecting the type and number fasteners. mm) ce ranges ments is ition, iate Specifying KCS joists KCS joists were introduced in an effort to provide a versatile standard joist that can be easily specified to support uniform, non-uniform and concentrated loads. The KCS joist can be useful when approximate concentrated load magnitudes are known but locations are not, e.g. unknown final mechanical unit locations. The web system of a KCS joist is designed for a constant shear equal to the published maximum reaction. For example, all webs of a 20KCS3, except the end web, are designed as compression members using a shear of 6,000 pounds. The chords are designed for the published moment of 595 inch-kips. The maximum allowable uniform load at any point for a KCS joist is 550 plf. Typically, load diagrams are not required for KCS joists. However, if uniform loads at any point are greater than 550 plf the Specifying Professional must advise NCJ of the maximum magnitude.please refer to pages 28 and 29 of the Standard SJI Catalog for more discussion regarding KCS Joists and an additional example of specifying them. EXAMPLE: Load Information: P* = 500 lbs max. Drift Load = 100 plf X unknown 5' 35' - X 4' P* P* 4' 80 plf 200 plf Span = 35' - 0" unknown - 5' K SERIES * A field applied web siffener must be installed if concentrated loads do not fall at panel points. (SEE PAGE XIV)

11 XI UPLIFT AND BRIDGING **Bridging at first bottom chord panel point at both ends of joist. NET UPLIFT BRIDGING REQUIRED NUMBER OF ROWS OF BRIDGING** *SECTION NUMBER STANDING SEAM ROOF SYSTEMS (SSR) 1 Up thru 16' Over 16' thru 24' Over 24' thru 28' 2 Up thru 17' Over 17' thru 25' Over 25' thru 32' 3 Up thru 18' Over 18' thru 28' Over 28' thru 38' Over 38' thru 40' 4 Up thru 19' Over 19' thru 28' Over 28' thru 38' Over 38' thru 48' 5 Up thru 19' Over 19' thru 29' Over 29' thru 39' Over 39' thru 50' Over 50' thru 52' 6 Up thru 19' Over 19' thru 29' Over 29' thru 39' Over 39' thru 51' Over 51' thru 56' 7 Up thru 20' Over 20' thru 33' Over 33' thru 45' Over 45' thru 58' Over 58' thru 60' 8 Up thru 20' Over 20' thru 33' Over 33' thru 45' Over 45' thru 58' Over 58' thru 60' 9 Up thru 20' Over 20' thru 33' Over 33' thru 46' Over 46' thru 59' Over 59' thru 60' 10 Up thru 20' Over 20' thru 37' Over 37' thru 51' Over 51' thru 60' 11 Up thru 20' Over 20' thru 38' Over 38' thru 53' Over 53' thru 60' 12 Up thru 20' Over 20' thru 39' Over 39' thru 53' Over 53' thru 60' Notes: K series joist use 3/8" φ ASTM-A307 bridging bolts. Consult shaded portions of SJI load tables to determine when bridging row must be diagonal bolted bridging. Also note OSHA secion 29CFR (c) and (d) have been revised to accept SJI bridging requirements. MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGING ROUND ROD *SECTION NUMBER MAXIMUM JOIST SPACING FOR DIAGONAL BRIDGING STANDARD EQUAL LEG ANGLES, (additional costs for other bridging sizes) ROWS 3' max.* * Spacing of SSR Bridging dependant upon top chord angle size JOIST DEPTH 1 X 7/64 1 1/4 X 7/64 1 1/2 X 7/64 1 3/4 X 7/64 (25 mm x 3 mm) (32 mm x 3 mm) (38 mm x 3 mm) (45 mm x 3 mm) r =.20 r =.25 r =.30 r = '-6 (1981 mm) 8'-3 (2514 mm) 9'-11 (3022 mm) 11'-7 (3530 mm) 10 6'-6 (1981 mm) 8'-3 (2514 mm) 9'-11 (3022 mm) 11'-7 (3530 mm) 12 6'-6" (1981 mm) 8'-3" (2514 mm) 9'-11" (3022 mm) 11'-7" (3530 mm) 14 6'-6" (1981 mm) 8'-3" (2514 mm) 9'-11" (3022 mm) 11'-7" (3530 mm) 16 6'-6" (1981 mm) 8'-2" (2489 mm) 9'-10" (2997 mm) 11'-6" (3505 mm) " (1981 mm) 8'-2" (2489 mm) 9'-10" (2997 mm) 11'-6" (3505 mm) 20 6'-5" (1955 mm) 8'-2" (2489 mm) 9'-10" (2997 mm) 11'-6" (3505 mm) 22 6'-4" (1930 mm) 8'-1" (2463 mm) 9'-10" (2997 mm) 11'-6" (3505 mm) 24 6'-4" (1930 mm) 8'-1" (2463 mm) 9'-9" (2971 mm) 11'-5" (3479 mm) 26 6'-3" (1905 mm) 8'-0" (2438 mm) 9'-9" (2971 mm) 11'-5" (3479 mm) 28 6'-2" (1879 mm) 8'-0" (2438 mm) 9'-8" (2946 mm) 11'-5" (3479 mm) 30 6'-2" (1879 mm) 7'-11" (2413 mm) 9'-8" (2946 mm) 11'-4" (3454 mm) STANDARD EQUAL LEG ANGLES, (additional costs for other bridging sizes) 1/2" ROUND 1 X 7/64 1 1/4 X 7/64 1 1/2 X 7/64 1 3/4 X 7/64 2 X 1/8 2 1/2 X 5/32 (13 mm) (25 mm x 3 mm) (32 mm x 3 mm) (38 mm x 3 mm) (45 mm x 3 mm) (51 mm x 3 mm) (64 mm x 4 mm) Standing Seam Roof Systems (SSR) Industry standards are to assume that SSR systems DO NOT adequately brace the top chord of joists. In most cases standard SJI bridging is not sufficient for bracing the compression chord. We recommend that the design professional note on the drawings that SSR is being utilized and that the joist manufacturer needs to provide adequate bridging to properly brace the top chord under full design load. Net Uplift Bridging When uplift forces from wind are a design consideration the design professional must place the NET UPLIFT values, either in terms of PSF or PLF per joist, on the drawings. These loads must be considered in the design of the joists and bridging. A minimum of an additional row of horizontal bridging near the first bottom chord panel point at each end is required when uplift is a design consideration. Depending on the Net Uplift values additional bottom chord bridging may also be required. r =.13 r =.20 r =.25 r =.30 r =.35 r =.40 r = '-3"(991 mm) 5'-0"(1524 mm) 6'-3"(1905 mm) 7'-6"(2266 mm) 8'-7"(2616 mm) 10'-0"(3048 mm) 12'-6"(3810 mm) 10 3'-0"(914 mm) 4'-8"(1422 mm) 6'-3"(1905 mm) 7'-6"(2286 mm) 8'-7"(2616 mm) 10'-0"(3048 mm) 12'-6"(3810 mm) 11, 12 2'-7"(787 mm) 4'-0"(1219 mm) 5'-8"(1727 mm) 7'-6"(2286 mm) 8'-7"(2616 mm) 10'-0"(3040 mm) 12'-6"(3810 mm) * Last Digit(s) of joist designation. ** Refer to Section 5.11 for additional wind uplift, bridging. Note: See SJI Load Tables and OSHA Section 29 CFR (d) for additional Diagonal Bolted Bridging requirements. 1. W max = 200 plf plf = 300 plf < 550 plf. No special note regarding uniform load required. 2. Place load pattern such that maximum possible moment is obtained. The maximum moment occurs when X unknown 15.0 ft. M max 44,200 lb. ft. M max kip in. 3. Place load pattern such that maximum possible reaction is obtained. The maximum reaction occurs when X unknown 4 ft. V max 5,000 lb. 4. KCS tables indicate that a 18KCS3 is adequate for M max and V max found above. M 18KCS3 532 kip in. > M max kip in. Okay I gross = 164 in. 4 V 18KCS3 5,200 lb. > V max 5,000 lb. Okay Sect. No. Bridging = 9 (18K9) 5. Check any deflection criteria using I gross being sure to increase deflections by 15% for web elongation. 6. Specify 18KCS3 on plans with bridging required for an 18K9. Indicate that field applied web stiffeners must be installed. Provide size of stiffeners and welding requirements. K SERIES

12 XII BRIDGING *SECTION NUMBER LH, DLH, 2-12 LH, DLH, K Series * NCJ supplies all bridging bolts. ASTM-A307 BRIDGING BOLT DIAMETER 3/8" φ 5/8" φ 3/8" φ Field Weld Exp. Bolts by Others Horizontal Bridging recommended in end space to permit relative deflection without damage to bridging. BRIDGING SPACING AND HORIZONTAL BRIDGING SIZES **SPACING *SECTION NUMBER (Note: LH Spans over 60 feet require bolted diagonal bridging) STANDARD EQUAL LEG ANGLES, (additional costs for other bridging sizes) 1 X 7/64 1 1/4 X 7/64 1 1/2 X 7/64 1 3/4 X 7/64 2 X 1/8 2 1/2 X 5/32 (25 mm x 3 mm) (32 mm x 3 mm) (38 mm x 3 mm) (45 mm x 3 mm) (51 mm x 3 mm) (64 mm x 4 mm) r =.20 r =.25 r =.30 r =.35 r =.40 r =.50 11'-0" 02, 03, 04 4'-7" (1397 mm) 6'-3" (1905 mm) 7'-6" (2286 mm) 8'-9" (2667 mm) 10'-0" (3048 mm) 12'-4" (3759 mm) 12'-0" '-1" (1244 mm) 5'-9" (1752 mm) 7'-6" (2286 mm) 8'-9" (2667 mm) 10'-0" (3048 mm) 12'-4" (3759 mm) 13'-0" '-9" (1143 mm) 5'-1" (1549 mm) 6'-8" (2032 mm) 8'-6" (2590 mm) 10'-0" (3048 mm) 12'-4" (3759 mm) 14'-0" '-6" (1371 mm) 6'-0" (1828 mm) 7'-8" (2336 mm) 10'-0" (3048 mm) 12'-4" (3759 mm) 16'-0" '-1" (1244 mm) 5'-5" (1651 mm) 6'-10" (2082 mm) 8'-11" (2717 mm) 12'-4" (3759 mm) 16'-0" '-1" (1244 mm) 6'-3" (1905 mm) 8'-2" (2489 mm) 12'-4" (3759 mm) 21'-0" '-3" (1295 mm) 5'-5" (1651 mm) 7'-1" (2158 mm) 11'-0" (3352 mm) 21'-0" 17 4'-0" (1219 mm) 5'-1" (1549 mm) 6'-8" (2032 mm) 10'-5" (3175 mm) 26'-0" 18,19 SEE DIAGONAL BRIDGING. MAXIMUM JOIST SPACING FOR DIAGONAL BRIDGING JOIST DEPTH STANDARD EQUAL LEG ANGLES, (additional costs for other bridging sizes) 1 X 7/64 1 1/4 X 7/64 1 1/2 X 7/64 1 3/4 X 7/64 2 X 1/8 (25 mm x 3 mm) (32 mm x 3 mm) (38 mm x 3 mm) (45 mm x 3 mm) (51 mm x 3 mm) r =.20 r =.25 r =.30 r =.35 r = " (1981 mm) 8'-2" (2489 mm) 9'-10" (2997 mm) 11'-6" (3505 mm) 20 6'-5" (1955 mm) 8'-2" (2489 mm) 9'-10" (2997 mm) 11'-6" (3505 mm) 22 6'-4" (1930 mm) 8'-1" (2463 mm) 9'-10" (2997 mm) 11'-6" (3505 mm) 24 6'-4" (1930 mm) 8'-1" (2463 mm) 9'-9" (2971 mm) 11'-5" (3479 mm) 26 6'-3" (1905 mm) 8'-0" (2438 mm) 9'-9" (2971 mm) 11'-5" (3479 mm) 28 6'-2" (1879 mm) 8'-0" (2438 mm) 9'-8" (2946 mm) 11'-5" (3479 mm) 30 6'-2" (1879 mm) 7'-11" (2413 mm) 9'-8" (2946 mm) 11'-4" (3454 mm) 32 6'-1" (1854 mm) 7'-10" (2387 mm) 9'-7" (2921 mm) 11'-4" (3454 mm) 13'-0" (3962 mm) 36 7'-9" (2362 mm) 9'-6" (2895 mm) 11'-3" (3429 mm) 12'-11" (3973 mm) 40 7'-7" (2311 mm) 9'-5" (2870 mm) 11'-2" (3403 mm) 12'-10" (3911 mm) 44 7'-5" (2260 mm) 9'-3" (2819 mm) 11'-0" (3352 mm) 12'-9" (3886 mm) 48 7'-3" (2209 mm) 9'-2" (2794 mm) 10'-11" (3327 mm) 12'-8" (3860 mm) 52 9'-0" (2743 mm) 10'-9" (3276 mm) 12'-7" (3835 mm) 56 8'-10" (2692 mm) 10'-8" (3251 mm) 12'-5" (3784 mm) 60 8'-7" (2616 mm) 10'-6" (3200 mm) 12'-4" (3759 mm) 64 8'-5" (2565 mm) 10'-4" (3149 mm) 12'-2" (3708 mm) 68 8'-2" (2489 mm) 10'-2" (3098 mm) 12'-0" (3657 mm) 72 8'-0" (2438 mm) 10'-0" (3048 mm) 11'-10" (3606 mm) * Last digit(s) of joist designation. ** Maximum spacing of lines of bridging lines, horizontal or diagonal bolted Specifying Special Joists To ensure that joists are capable of supporting the special loads and to obtain correct, competitive bids the specifying professional should follow the procedure listed below. This procedure requires the specifying professional to calculate the simple span moment and reactions. These values are then used to calculate equivalent uniform loads based on simple span conditions. The maximum equivalent uniform load is then used to select a standard designation that approximates the final size of the joist required to support the special loads. The specifying professional must place SP after the standard designation and show the complete load diagram on the construction documents. Note that concentrated loads must be reinforced with a field applied web stiffener if not at a panel point. (See page XIV). EXAMPLE: 2' 2' 5' 3' 8' * 2,000 lbs. 300 plf 250 plf 80 plf Span = 20'-0" R left = 3,588 lbs. (note1) R right M = 20,267 lb-ft. max = 2,352 lbs. LH AND DLH SERIES * A field applied web stiffener must be installed if concentrated load does not fall at a panel point. (See page XI)

13 XIII DETAILS 1 3/8 φ expansion bolts by others (typical) Continuous horizontal bridging is attached to the steel joist near panel points by welding. For K and BA1 KCS-Series joists the welded connections must be capable of resisting 700 pounds. For LH, DLH-Series bridging BA 1 connection requirements see table of the field weld at all contact points SJI specifications. HORIZONTAL BRIDGING TO WALL 3 Each row of bridging should be anchored at masonry walls by welding to an anchor which is bolted to the mansonry wall. horizontal bridging top & bottom chords 3/8 φ expansion bolts by others (typical) 3/8 φ H.H.M bolt or 5/8 φ H.H.M bolt 2 4 horizontal bridging top & bottom chords field weld at all contact points HORIZONTAL BRIDGING TO BEAM 3/8 φ H.H.M. bolt or 5/8 H.H.M. bolt BA2 or BA3 field weld when bolting is not possible typical field weld when bolting is not possible BA2 or BA3 cross bolted bridging cross bolted bridging CROSS BOLTED BRIDGING TO WALL CROSS BOLTED BRIDGING TO BEAM 5 3/8 φ expansion bolts by others (typical) horizontal bridging per mark on plan 6 horizontal bridging per mark on plan BA1 cross welded bridging cross welded bridging BA1 field weld at all contact points CROSS WELDED BRIDGING TO WALL CROSS WELDED BRIDGING TO BEAM 7 8 cross bolted bridging cross bolted bridging field weld at intersection field weld at intersection VARYING JOIST ELEVATION VARYING JOIST DEPTHS WARNING - For erection stability refer to the SJI Sections 5 and 6 and K-Series Load Table. When it is necessary for the erect caution must be exercised since unbridged joists may exhibit some degree of instability under the erector s weight. In general construction loads must not be put on joists until the bridging is attached and the joists are anchored at their end s. or to climb on the joists, extreme M = 20,267 ft. - lb.= (w max plf-moment ) Span 2 W plf-moment = 406 plf 8 R max (Note 1) = 3,588 lbs. = (w plf-reaction )Span W plf-reaction = 359 plf 2 Since W > W plf-moment plf-reaction use 406 plf to select approximate standard designation from SJI load tables. From the standard SJI load tables approximate joist size to be 16K3. SJI capacity = 410 plf > w plf-moment = 406 plf Specify joist designation as 16K3SP on framing plans and show loading diagram. If joist girders are used be sure to indicate additional reactions on the joist girders, e.g. + 1,500lbs. in addition to typical panel point loading. Please refer to pages 91 to 93 of the Standard SJI Catalog for more discussion regarding specification of special joists. Note 1: Typically the maximum reaction that can be supported by a K-Series joist is approximately 8,700 pounds. If the maximum reaction due to actual loads is greater than 8,700 pounds consider double K-Series or LH-Series. For LH and DLH joist series a conservative end reaction can be found by dividing the tabulated Safe Load by two. LH AND DLH SERIES

14 XIV SKEWED JOIST CONDITIONS Joist products are being utilized in framing plans that require them to be placed on a skew with regards to supports. This type of framing can cause the end web and bearings to be off of the support. The severity of this condition is compounded when Long Spans are used. Long Span joists typically have double angle end web members which prevent the center of the joist from being over the support. length of pocket (1) angle of skew joist perpendicular to width of pocket assume 45 o width of pocket (2) depth of pocket (1) edge to be perpendicular to joist span masonry or concrete wall It is the responsibility of the Specifying Professional to ensure that proper and stable bearing conditions are provided. Minimum bearing lengths must be provided according to SJI specifications. Both bearing angles need to be supported to prevent the joist from rolling off of the support. These sketches are an aid the Specifying Professional in developing details that will provide adequate and stable bearings on skewed conditions. angle of skew 1-1 edge of support to be perpendicular to span of joist. provide reinforced clip or shelf angle to ensure that both bearing angles are supported. Notes: 1. Depth and Length of Pocket can be determined assuming the end web is 45 o from the top chord. 2. Width of Pocket for K-Series can be assumed to be 8". Contact NCJ for Long Span requirements. Shelf support to be designed by specifying engineer. SECTION 1-1 Slotted Punching Standards Slotted holes in joist bearing seats are furnished whenever bolted connections are required. Erection bolts are furnished by NCJ for joist-to-joist girder connections only. All other connection bolts are by others. TYPE Shortspans Seats Standard Shortspan Seats Available Longspan Seats Joist Girder Seats Girder Top Chord Gages (1) Girder top chords with 2 1/2" legs. (2) Girder top chords with 3" legs or greater. PUNCHING AND GAGE 9/16" x 3 1/2" standard 13/16" x 3 1/2" available 13/16" x 1 4" 13/16" x 1 5" Round 4"(1) or 5"(2) Web Stiffener A web stiffener must be field applied at all concentrated loads not occurring at joist panel points unless directed otherwise by the specifying professional. This applies to all joists and girders including SP, KCS and standard designations. by others concentrated load panel point hanging load panel point web stiffener size, location and welding by others. LH AND DLH SERIES

15 XV LH, DLH AND JOIST GIRDER GEOMETRY Panel Length, P * * Varies 2 x Depth Max, * * 6" TCX Depth 5" for LH & DLH Longspan joists can be fabricated with double or single pitched top chords. The nominal depth of sloping chord longspan joists is the depth at mid span of a single pitched top chord or the ridge of a double pitched top chord. LONGSPAN WEB CONFIGURATION DEPTH * P** 4'-0 4'-0 4'-0 4'-8 5'-4 6'-0 6'-8 7'-4 8'-0 8'-8 9'-4 10'-0 10'-8 11'-4 12'-0 * All depths shown are nominal dimension. ** Panel length may vary due to optimization of material. If standard panel length must be maintained, e.g., due to duct work p assing through, be sure to clearly specify this on the contract documents. See SEAT DEPTH chart at right. 6" Bottom bearing joist girders are inherently unstable during erection and are NOT recommended. LONGSPAN AND GIRDER CONFIGURATION (except as noted) LONGSPANS - S.J.I TYPE SEAT DEPTH LH, DLH through 17 chord sizes 5" DLH 18, /2" Girders 7 1/2" * 6" deep girder seats available when selfweight < 60 plf and top chord is 5 x 5 or smaller. 1" 1" varies Members Chords are composed of two angles designed as continuous members. Webs are either single,double or crimped angles. End webs are either double angles or round bars. CRIMPED ANGLE WEB DOUBLE ANGLE WEB SINGLE ANGLE VERTICAL ROUND BAR END WEB Camber for Longspans and Joist Girders Camber is provided in all joists, regardless of top chord pitch, according to the table below. Standard SJI camber is based on when non-parallel chord joists are specified. If full camber is not required, such as near walls or other structural members, p Special camber can be provided at an additional premium. If special camber is required indicate the amount of camber in inches a radius of 3600 feet. Camber is not reduced lease place a note to that affect on the plans. on the plans. The specifying professional needs to evaluate the effects of camber and deflection with regards to bridging and decking require ments in the last joist space. Often problems with bridging and decking are encountered as a result of camber when joists are higher than other non-deflecting structural members. Often, relative deflection causes distress in cross-bolted bridging in an end space. Horizontal bridging should be considered f suggested bridging details for the end space of joists. or these conditions. Please see page XII for Approximate moment of inertia for use in calculating joist deflection can be determined by using the equations published in the front of the SJI load tables. JOIST SPAN APPROX. CAMBER ft. m in. m 20'-0" 30'-0" 40'-0" 50'-0" 60'-0" 70'-0" 80'-0" 90'-0" 100'-0" 110'-0" 120'-0" 130'-0" 140'-0" 144'-0" /4" 3/8" 5/8" 1" 1 1/2" 2" 2 3/4" 3 1/2" 4 1/4" 5" 6" 7" 8" 8 1/2" LH AND DLH SERIES

16 XVI LH, DLH AND JOIST GIRDER TYPES Depth at ridge PARALLEL CHORDS UNDERSLUNG TOP CHORD DOUBLE PITCHED SQUARE ENDS (NOT RECOMMENDED FOR GIRDERS) Depth at ridge PARALLEL CHORD SQUARE ENDS (NOT RECOMMENDED FOR GIRDERS) TOP CHORD OFFSET DOUBLE PITCHED UNDERSLUNG Depth at center line Depth at ridge TOP CHORD SINGLE PITCHED UNDERSLUNG TOP CHORD OFFSET DOUBLE PITCHED SQUARE ENDS (NOT RECOMMENDED FOR GIRDERS) Depth at center line Available bottom bearing or underslung. Bottom bearing not recommended for Joist Girders. Depth at crown TOP CHORD SINGLE PITCHED SQUARE ENDS (NOT RECOMMENDED FOR GIRDERS) Depth at ridge BOWSTRING JOIST * Contact NCJ if depth is less than 24". Maximum depth 10'-0" without special provisions, contact NCJ. Available bottom bearing and underslung (underslung preferred). Depth at ridge * * TOP CHORD DOUBLE PITCHED UNDERSLUNG * Contact NCJ if depth is less than 24". Depth is defined at centerline of joist, except for off-set double-pitched joists, where depth is at the ridge. All joists are fabricated with camber unless otherwise specified. See Section Camber for SJI recommended approximate camber. Designation should include a standard section number based on SJI load tables or the total load over live load in plf, TL/LL along with Liv deflection criteria if required. Square - Ended, Bottom Bearing Joist Girders are not recommended. GABLED JOIST e Load Special Longspan Designation PARAMETERS: A double pitched joist with different slopes on either side of the ridge is required for deflection values published. Pitch exceeds 1/2 per foot on one side so SJI tables do not apply for deflection values published. Specify a special configuration for the following criteria. Span: 60'-0" Left Pitch: 1" per ft. Live Load: 35psf Dead Load: 25psf (including self weight) Right Pitch: Spacing: 1/2" per ft. 5 ft. Ridge: 20'-0" from left end SOLUTION: Architectural requirements set depth at end to 24" *. Depth at Ridge: 24" +20ft(1"/ft) = 44" Total Load =(5ft)(25+35)psf = 300 plf Live Load =(5ft)(35psf) = 175 plf DESIGNATION: 44LH300/175SP Place designation on drawings and provide a profile sketch on structural drawings as shown at right. Note on framing plan to see profile sketch on structural drawings noting any special criteria such as live load deflection. JOIST GIRDER SERIES 1" 20'-0" 12" 44LH330/175SP LL = L/240 * Contact NCJ if end depths less than 24" are required on a project. 40'-0" 12" 1/2"

17 XVII JOIST GIRDERS depth depth depth equally spaced steel joists P/2 P P spacing P P P P/2 G-SERIES equally spaced steel joists P/2 P P P spacing P P P P/2 VG SERIES equally spaced steel joists P/2 P P P P spacing P P P P P P P P/2 BG SERIES Joist Girders are primary framing members which typically support other joist products at panel points. Joist Girders are typically designed as simply supported trusses, however they can be utilized in moment frames to resist dead, live, seismic and wind load moments. Ideally the concentrated loads are at panel points, eliminating bending in the chord angles. Off panel loads can be accommodated but they can increase chord size requirements. NOTE REGARDING JOIST GIRDER CHORD SIZES: If someone other that NCJ/NJB is providing detailing services or if you are providing a bill of material for fabrication please contact your NJB salesman for estimated Joist Girder top chord sizes after the contract has been awarded to NJB. This information is required to properly calculate base lengths and required top chord extensions of joists supported by Joist Girders and girder strut requirements. GUIDELINES FOR SELECTING TYPE OF JOIST GIRDERS Load Spacing Girder Depth 1.5 Load Spacing Girder Depth Load Spacing Girder Depth 0.67 Use BG Series, load both diaonals and verticals. Use G or VG Series, load either diagonals or verticals. Consider a shallower girder. This table utilizes the Load Spacing-to- Girder Depth ratio as a guideline to establishing the depth and configuration of a joist girder. It is an attempt to help specify girders that have economical web systems. 3.0 Load Spacing Girder Depth Consider a deeper girder or alternate diagonal and vertical loading. Seat Forces Rollover forces from diaphragm action or end moment forces from joists on top of girders can go through the joist seats. The s these forces, however, the connections to the supporting structure must be designed by the specifying professional. eats are designed by NCJ to resist diaphragm force Force from end moment on joist without tie plate Seat stiffener required if standard seat is not adequate for rollover. JOIST GIRDER SERIES

18 XVIII END BEARING INFORMATION Joist Bearing At Column Line Column line joists are attached to the top chord of Joist Girders by two 1/2" or 3/4" diameter bolts. Bottom chords of column line joists may be extended to columns and loosely connected to column stabilizer plates. If a fixed connection is required, the continuity affects must be investigated by the specifying professional. Stiffener plate by others. 2 1/2" or 5" Joist Bearing Between Column Lines Typically, joists are welded to the top chord of joist girders. Refer to OSHA (a)(8)(i), (ii) for field bolting requirements. Field installed struts limit the slenderness ratio of the joist girder bottom chord to 240. Additional struts may be required to brace the bottom chord if uplift or end moments are specified. girder depth strut Joist Girders Bearing at Columns Joist Girders bearing on column cap plates are to be attached with two 3/4" diameter bolts. The bottom chords are to be extended past a knife plate on the column. This loose connection is required to prevent out-of-plane rotation during erection. If a fixed connection is required the specifying professional must evaluate the effects of continuity on the system. double angle web system 1" stabilizer plate by others Joist Girder End Bearing Detail Slotted holes in bearing assembly are 13/16" x 1 1/4" at a 5" gage for standard 3/4" and erection bolts, per S.J.I. Section (a), (b). Standard Joist Girder seat is 7 1/2" deep. Joist Girder Top Chord Punching per joist gage Gage = 5" typically, 4" when top chord angles have 2 1/2" legs. BUTTED ANGLE BACK-TO-BACK BUILT -UP PLATE 6" is available for girders with selfweight < 60plf and top chord angles 5 x 5 or smaller. gage girder top chord If someone other than NCJ/NJB is providing detailing services or if you are providing a bill of material for fabrication please contact our NJB salesperson for estimated Joist Girder top chord sizes after the contract has been awarded to NJB. This information is required to properly calculate ba se lengths and top chord extensions of joists supported by Joist Girders and girder strut requirements. Force and Moment Format To the right is a suggested format for specifying joist products that are to support end moments and/or chord forces. Typically joist products are not designed to resist dead load end moments or chord forces. Chords should be connected directly to supporting columns by tie plates. This provides a direct load path for the internal forces resulting from the end moments and/or axial forces. See page IV for discussion and page XX for suggested details. MARK SIZE MOMENT WIND LOAD MOMENT LIVE LOAD (ft. - kips) (ft. - kips) (kips) CHORD FORCES LEFT RIGHT LEFT RIGHT TOP BOTTOM MINIMUM GROSS MOMENT OF INERTIA I (in. 4 ) NOTES JOIST GIRDER SERIES

19 XIX JOIST GIRDERS WITHOUT END MOMENTS 1 1/2" 2 slots - 13/16" x 1 1/4" 5" gage. 2 1/2" 2 slots - 13/16" x 1 1/4" 5" gage. 7 1/2" 7 1/2" 2 1/2" 2 1/2" 1" 1" 2 B.C.X. 2 B.C.X. 3 4" 2 slots - 13/16" x 1 1/4" 5" gage. 4 4" 2 slots - 13/16" x 1 1/4" 5" gage. 7 1/2" 7 1/2" 2 1/2" 2 1/2" 1" 1" 2 B.C.X. 2 B.C.X. 7 1/2" deep girder seats are standard. 6" seat depths are available for girders with self weight less than 60plf and top chord angles 5 x 5 or less. Girder Detailing Below is a table of angle leg lengths that are typically used by NCJ for fabrication of Joist Girders. If someone other that NCJ/NJB is providing detailing services or if you are providing a bill of material for fabrication please contact you NJB salesperson for estimated Joist Girder top chord sizes after the contract has been awarded to NJB. This information is required to properly calculate base lengths and top chord extensions of joists supported by Joist Girders and bottom chord girder strut requirements. ANGLE LEG LENGTH AND GIRDER STRUT SPACING TABLE ANGLE LEG LENGTH, IN. 1 3/ / / BOTTOM CHORD STRUT SPACING*, FT. 22'-7" 24'-6" 28'-7" 32'-6" 36'-9" 40'-9" 49'-2" 57'-2" * From the Steel Joist Institute Specifications for Joist Girders: Section Members, a) Chords The radius of gyration of the bottom chord about its vertical axis shall be not less than L/240 where L is the distance between lines of bracing. 1. When net uplift is a consideration additional bottom chord girder struts may be required. NCJ will advise if additional bottom chord girder struts are required at the time of processing for fabrication. 2. When net uplift is a consideration notify NCJ if an allowable 1/3 stress increase is permitted. JOIST GIRDER SERIES

20 XX MOMENT CONNECTION DETAILS 1 See note below. moment plate 2 moment plate Note: For joist set back, allow for 3/4" wide back-up bar for single groove weld /2" min. for shortspans. moment plate 4 A moment plate A as required to provide 1/2" clear to cap plate. L top chord extension for deck moment girder seat SECTION: A-A The above are suggested details for developing end moments on joist products. The specifying professional needs to consider the load path of the chord forces due to the end moments. This issue becomes very critical when members in both directions are required to resist end moments. In general, a tie plate which directly connects the top chord of the member to the supporting column should be designed and furnished. This requires the column to be extended, and pro vides a direct load path for the top chord axial force due to the moment. The specifying professional is responsible for supplying the moment magnitudes, load types, and any moment of inertia criteria. The moment tie plates are to be designed by the specifying professional and furnished by others. Determining Approximate Moment of Inertia 4 The approximate moment of inertia (I) in inches of joist girders can be calculated by the equation: I = NPLd, where N is the number of panels, P is the panel point load in kips, L is the span in feet, and d is the depth i n inches. Be sure to decrease I to I gross effective when calculating deflections, see page V. EXAMPLE 9 k 9 k 9 k 9 k 9 k 9 k 9 k d = 48" 50' c.c. of columns I gross = 0.027(8)9(50)48 = 4666 inches 4 JOIST GIRDER SERIES

21 XXI ERECTION GUIDE FOREWARD The Steel Joist Institutes publishes a Technical Digest No. 9, Handling and Erection of Steel Joists and Joist Girders. Technical Digest No. 9 is a detailed source of information for the erection of steel joists and joist girders. The following information is a simplified overview of some highlights of the erection and handling process. The following information is in no way to be used as a substitute for SJI Technical Digest No. 9, specifications, or established, sound erection procedures and OSHA requirements. Please refer to the position papers by NCJ and SJI for a more in-depth discussion of these OSHA requirements. (NCJ) assumes no responsibility for the use of this information. The use of this data is entirely voluntary. NCJ is a manufacturer of steel joists, joist girders and their accessories, and as such, NCJ relinquishes control over the joist products at the time of delivery. The contractor, erector, owner and their agents have the responsibility to receive, unload, handle, store, erect and install the delivered joist products properly and safely. GENERAL Steel joists and joists girders are lightweight structural members which are capable of supporting substantial loads provided they have adequate lateral stability. Adequate lateral bracing requires that the bracing members be strong enough to restrict the lateral movement of the joist or joist girder at the points of attachment; and that the distance between lines of bracing be short enough to prevent lateral buckling of the top chord. NCJ Steel Joists are designed per Steel Joist Institute specifications to carry the published catalog loads when their top chords are braced according to SJI. SJI requires the top chords of joists to be laterally restrained at a maximum of 36 on centers. Lateral restraint is normally supplied through attachment of floor or roof deck. If lateral restraints are placed further apart than 36", or if the lateral restraints have insufficient strength, the carrying capacity of the joist will be reduced. NCJ Joist Girders are designed per Steel Joist Institute specifications to carry the specified design loads when their top chords are prevented from lateral movement by the steel joists they support. If lateral restraints are placed further apart than the joist spacing, or if the lateral restraints have insufficient strength, the carrying capacity of a joist girder will be reduced. HANDLING OF JOISTS AND JOIST GIRDERS Care should be exercised at all times to avoid personal injury or damage to joists or joist girders through careless handling during unloading, storing and erecting. If a joist or joist girder has been damaged or is otherwise imperfect it may be unsafe to use. The product should not be erected until the problem has been corrected. ERECTION OF JOISTS, JOIST GIRDERS AND INSTALLATION OF BRIDGING During the erection period and prior to the installation of floor or roof deck, joists and joist girders will not be capable of supporting their published catalog loads. The loading which a joist or joist girder will carry during this period depends on the strength and location of the bridging. SHORTSPAN JOISTS Most shortspan joists (K-Series) spanning less than 40' can safely support their own weight without the benefit of any lateral support. However, these joists may not be able to support the additional weight of erectors until after bridging has been installed. Each bridging line must be anchored to prevent lateral movement. Suitable anchorage is the responsibility of the Specifying Professional and/or Erector. Bridging lines must be anchored to prevent lateral movement. Suitable anchorage could be obtained from a well braced column, beam or wall. Hoisting cables shall not be slackened until at least the bridging line nearest midspan has been installed. Where joists are bottom bearing the top chord at the ends must also be restrained laterally. Suitable anchorage is the responsibility of the Specifying Professional and/or Erector. LONGSPAN JOISTS Longspan joists (LH and DLH- Series ) must have lateral support in order to safely support their own weight plus the weight of the erectors. EACH JOIST SHALL BE LATERALLY BRACED PER SJI BEFORE THE NEXT JOIST IS ERECTED AND BEFORE ANY LOADS ARE APPLIED. Bridging lines must be anchored to prevent lateral movement. Suitable anchorage could be obtained from a well braced column, beam or wall. Hoisting cables must not be slackened until at least the line of bolted diagonal bridging nearest midspan or, 2 lines of bolted diagonal bridging nearest the third points of the spans are installed. Additionally, bottom bearing joists must have their top chord s laterally restrained near the bottom bearing. The bolt and nut at the intersection of the two pieces must be installed as bridging is being placed. Before the application of any loads, except the weight of the erector, all bridging shall be completely installed and the joists permanently fastened in place. During the construction period, the erector shall provide a means for adequate distribution of construction loads so that the carrying capacity of any joist is not exceeded. JOIST GIRDERS Joist girders shall have positive attachment to the support by either bolting or welding. The bottom chords shall be loosely connected, such as over a knife plate, to the supporting member. This connection is required to prevent overturning during erection. The bearings and bottom chords must be stabilized prior to releasing the hoisting cables. A rigid connection of the bottom chord is to be made only when specified by the specifying professional. Section of the Steel Joist Institute Specifications on bracing requires that joist girders be proportioned such that they can be erected without lateral bracing provided the ends of the bottom chords have been restrained against lateral movement and no other loads are placed on the joist girder. No loads other than the weight of the erectors shall be applied to the joist girders until all the joists have been completely and permanently fastened in place. The SJI Sections 6 and 105 shall be adhered to for erection of joists. Standard Joist Girder Designation 48G 8N 9kips DEPTH (INCHES) NUMBER OF JOIST SPACES LOAD ON EACH PANEL POINT 1219G 8N 40kN DEPTH (MILLIMETERS) NUMBER OF JOIST SPACES LOAD ON EACH PANEL POINT JOIST GIRDER SERIES

22 XXII QUALITY CONTROL AT NCJ has an extensive Quality Control program in place. Quality Control starts from the time your order is received to the time it is delivered. Orders are checked for accuracy and completeness at various stages of processing. Detailing personnel check each job against contract documents prior to releasing the order to our Engineers. During engineering, orders are designed and checked before being released to production. In our plant each production line has Quality Control personnel to verify that the members and welds on the product are in accordance with the orders released from engineering. All welders are certified to American Welding Society Standards. All welds are manually made using the shielded gas metal arc welding process in accordance with the Steel Joist Institute requirements. also conducts full scale testing of their products. By applying loads that exceed the service lo magnified by the required safety factor the joists are tested to their ultimate capacity. These tests verify that the joists ar assembled and welded properly. The results of these tests show that NCJ joists meet or exceed the requirements of the SJI. e designed, ad FEATURES AND ADVANTAGES Light Weight The design of Open-Web Steel Joists is an efficient use of light structural steel members. Chord members are typically 99% + stressed, and web sizes are varied along the length of the span according to the shear on the member. The result is an efficient, engineered product. The light weight of Open-Web Joists can also reduce the required size of beams, columns and footings, thus lowering the overall cost of the project. Construction Speeded Each joist is a complete and independent unit. As soon as the joists are erected and bridged a platform is available for the various trades allowing field work to progress efficiently. Standardized Sizes NCJ joist products are standardized for length, depth and carrying capacity in accordance with the Steel Joist Institute. Special loads can be accommodated through load diagrams and notes. Please refer to section 5.5 Loads of the Recommended Code of Standard Practice for Steel Joists and Joist Girders. Conceals Ducts & Conduit The open webs of joists permit passage of other systems such as mechanical ducts, electrical conduit and plumbing within the plenum of the structural system. Information is available from NCJ on the approximate size of duct which will pass through the web system of standard joists (see page X). Available Throughout the United States of America NCJ joist sales are handled through its sales affiliate Nicholas J. Bouras (NJB), Incorporated. NJB has offices located in key geographic construction regions along the East coast and the Mid-West. Please see the back of this catalog for locations, addresses and phone numbers of the NJB sales office nearest your location or visit NJB on the web at

23 XXIII JOB: Tops Market Distribution Center LOCATION: Lancaster, New York YEAR BUILT: 1995 ARCHITECT/ENGINEER: Food Pl ant Engineering, Inc. NICHOLAS J. BOURAS, INC. supplied both joist and deck. AVAILABLE PUBLICATIONS STEEL JOIST INSTITUTE th Ave. North Ext., Myrtle Beach, SC Phone (843) Fax (843) LRFD Guide st Edition - Standard Specifications and Load Tables 75 Year Manual - Renovation and Construction Guide Computer Vibration Program SJI Video - Safe Erection of Steel Joists and Joist Girders SJI Video - Introduction to Steel Joists Technical Digests 3, 5, 6, 9 and 11 (available individually or by the set) UNITED STEEL DECK, INC. 14 Harmich Road South Plainfield, NJ Steel Decks for Floors and Roofs (design manual and catalog of products) Call 1 (800) for your free copy. STEEL DECK INSTITUTE Post Office Box 25, Fox River Grove, IL Phone (847) Fax (847) Design Manual for Composite Decks, Form Decks and Roof Decks, No. 30 Standard Practice Details, No. SPD2 Roof Deck Construction Handbook, No. RDCH1 Composite Deck Design Handbook, No. CDD2 Diaphragm Design Manual, 2nd Edition, No.DDMO2 Manual of Construction with Steel Deck, No. MOC1 Binder File, No. BF Deck Damage & Penetrations, No. DDP Metal Deck & Concrete Quantities, No. MDCQ A Rational Approach to Steel Deck Protection, No. SDCP JOIST GIRDER SERIES

24 Sales, Detailing and Engineering by NICHOLAS J. BOURAS, INC. Key: SALES DETAILING ENGINEERING Summit, NJ - HOME OFFICE 25 DeForest Avenue, Summit, NJ NJ (phone) (phone) (fax) engineering (fax) ( ) njbsales@bourasind.com (website) Buffalo, NY 4245 Union Road, Suite 212 Cheektowaga, NY (phone) (fax) New Columbia, PA 2093 Old Route 15 New Columbia, PA (phone) (fax) Hartford, CT 653 Main Street Suite C Plantsville, CT (phone) (fax) Michigan 2500 Harte Drive Brighton, MI (phone) (fax) Albany, NY P.O. Box 150 Johnsonville, NY (phone) (fax) Philadelphia, PA 350 Sentry Parkway Suite 130, Bldg. 610 Blue Bell, PA (phone) (fax) Chicago, IL Oakmont Corporate Center 900 Oakmont Lane, Suite 206 Westmont, IL (phone) (fax) Minneapolis, MN Lincoln St. NE Ham Lake, MN (phone) (fax) Syracuse, NY 15 Bayview Terrace P.O. Box 151 Geneva, NY (phone) (fax) Pittsburgh, PA 3 Parkway Center, Suite G6 Pittsburgh, PA (phone) (fax) Indianapolis, IN 5455 West 86th Street, Suite 121 Indianapolis, IN (phone) (fax) Kansas City, MO 1300 E. 104th St., Suite 220 Kansas City, MO (phone) (fax) Canton, OH 3930 Fulton Drive, Suite 102C Canton, OH (phone) (fax) Pittsburgh, PA Signature Square, Suite Marguerite Drive Cranberry, PA (phone) (fax) Boston, MA 67 South Bedford Street Suite 303 W. Burlington, MA (phone) (fax) engineering (fax) St. Louis, MO 1819 Clarkson Rd. Suite 304 Chesterfield, MO (phone) (fax) Oklahoma City, OK 5009 North Pennsylvania Suite 111 Oklahoma City, OK (phone) (fax) Rock Hill, SC 200 Glenn Hope Road P.O. Box 846 Rock Hill, SC (phone) (fax) Baltimore, MD K & M Lakefront North Building 5550 Sterrett Place, Suite 311 Columbia, MD (phone) (fax) Raleigh, NC 3717 National Drive, Suite 207 Raleigh, NC (phone) (fax) Allentown, PA 1501 N. Cedar Crest Boulevard Suite 118 Allentown, PA (phone) (fax) Jacksonville, FL 9000 Cypress Green Drive Suite 103-B Jacksonville, FL (phone) (fax) The following are subsidiaries of NICHOLAS J. BOURAS, INC. - Detailing, engineering and sales. 25 DeForest Avenue, Summit, NJ UNITED STEEL DECK, INC. - Manufacturing of deck, siding, and cold formed steel products. 14 Harmich Road, South Plainfield, NJ Glenn Hope Road, P.O. Box 846, Rock Hill, SC Unytite Drive, Peru, IL THE NEW COLUMBIA JOIST COMPANY - Engineering and manufacturing of steel joists and joist girders Old Route 15, New Columbia, PA PRIOR COATED METALS, INC. - Coil coating, leveling, and slitting th St. S.W., Allentown, PA ABA TRUCKING CORPORATION - Steel transportation. 25 DeForest Avenue, Summit, NJ MEMBER ASSOCIATE MEMBER