JSC Moment Connetions

8/19/2019 JSC Moment Connetions

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The New Columbia Joist Compan

K , K C S , L H , D L H S E R I E S J O I S T S , J O I S T G I R D E R S

Sales and Administration

NICHOLAS J. BOURAS, INC.

42 EDITION

200

E N G I N E E R I N G A N D M A N U F A C T U R I N


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I II II II II IThe New Columbia Joist Company

NOTICE OF RESPONSIBILITIESThe information presented in this manual has been prepared in accordance with generally recognized engineering principles. Werecommend that this information not be used or relied upon for any application without a thorough review by a licensed professionaengineer or architect of the proposed application.

The New Columbia Joist Company (NCJ) makes no representation or warranty with respect to any information contained in thismanual, 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, andassumes no duty or responsibility with respect to design, determination or interpretation of building codes or the use of presentedinformation 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 constructionpractices should always be followed. We recommend that parties involved in such handling, installation or use review all applicablerules and regulation of the Occupational Safety and Health Administration and other relevant construction practice.


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IIIIIIIIIIIIIII

IMPORTANT UPDATES

THE NEW COLUMBIA JOIST PLANT - New Columbia, PA

The New Columbia Joist Company (NCJ) is the jofabricating subsidiary of Nicholas J. Bouras, Inc.

Represent areas in our manual that apply to K, KCS,LH and DLH series joists.

JOIST GIRDER SERIESGeometry; Camber ............................................................. XVGirder Types ............................................................... XV, XVIIEnd Bearing Information .................................................. XVIIIWithout End Moments ........................................................ XIXGirder Detailing .................................................................. XIXMoment Connection Details................................................ XXDetermining Approximate Moment of Inertia...................... XXStandard Joist Girder Designation .................................... XXI

K AND KCS SERIESGeometry and Minimum Lengths ......................................... VIJoist Substitutes/Profiles ................................................VI, VIIEnd Conditions ..............................................................VII, VIIISlopes .................................................................................. VIIIExtended Ends; Extensions; Standard Ends ....................... IXJoist Ducts ............................................................................. XAttaching Deck to Joists........................................................X

Specifying KCS Series ..................................................... X, XIUplift and Bridging .................................................................XIDetails .................................................................................. XIII

LH AND DLH SERIESBridging........................................................................... XI, XIIDetails .................................................................................. XIIIGeometry; Camber ............................................................. XVTypes and Designations .................................................... XVI

Table of ContentsNotes to those Specifying Joists .............................................. IV, V

Steel Joist Institute Standards and Tables ...............................1-96

Skewed Joist Conditions; Slot Standards.................................. XIVWeb Stiffeners............................................................................ XIVSeat Forces ............................................................................... XVIIForce and Moment Format ...................................................... XVIIIErection Guide ........................................................................... XXIQuality Control; Features and Advantages .............................. XXIIAvailable Publications............................................................... XXIII

The Occupational Safety and Health Administration (OSHA) has issued a revised set of steel erection regulations (29 CFR 1926.757 Open Web Steel Joists - effective date 1-18-02) which impact the manufacture and installation of open web steel joists. Please refer to the new OSHA Regulations (www.osha.gov) and the Steel Joist Institute’s (SJI) OSHA “Position Paper” (www.steeljoist.org) for specific details.

Based upon industry sponsored re-search, the SJI has developed newrequirements for the use of erectionstability bridging. The new SJI specifi-

SJI Notice Regarding OSHAStandard finishes of NCJ joist prod-ucts are either unpainted or coatedwith gray primer. Note that the primeris applied by dipping and cannot beconsidered an architectural finish.Hence, there are “unavoidable” drips,runs and sags associated with thisapplication process. NCJ can supplyjoists with special coatings such ashot dipped galvanizing or epoxypaints. Special coatings add costsand fabrication time to the job.

Shop PrimerBottom bearing joist girders are inhently unstable during erectioExtreme care must be exercised wherecting these types of producSafety and stability of bottom bearijoist girders is the responsibility of terector and/or specifying profession

Bottom Bearing Joist Girdecations require bolted diagonal bridg-ing to be installed for some K-Seriesand LH-Series joists before slackeningthe hoisting lines. The joist spans re-quiring this stability bridging are shadedin the load tables. It is very importantfor joist specifiers and erectors to knowthat OSHA regulations have changedwith regards to joist erection. Westrongly recommend that you reviewthe new 29 CFR Part §1926, Subpart R-Steel Erection. This document has beensummarized and commented upon byNCJ and SJI. Position papers from bothNCJ and SJI can be obtained on theweb sites of each organization.

Nicholas J. Bouras, Inc. (NJB) is the sales forcebehind The New Columbia Joist Company (NCJ) andUnited Steel Deck, Inc. (USD). Visit NCJ on the internat: www.njb-united.com.

The New Columbia Joist Company is a member of theSteel Joist Institute and is approved to fabricate K,KCS, LH, DLH series joists and joist girders. The tableand specifications in this manual are from the SJI. Theinformation on pages I thru XXII is provided by The NewColumbia Joist Company for use by engineers, architectdetailers and purchasers. If you have any questions abothe information in this manual or about the products pleacontact NCJ via phone: (570) 568-6761, fax: (570) 568-1001, or email: [email protected]. Visit SJI on theinternet at: www.steeljoist.org.


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IVIVIVIVIVIVIVIVIVIVThe New Columbia Joist Company

Load CombinationsASCE 7 has revised load combinations and the use of an allowablestress increase. A 0.75 load reduction is to be used when two ormore loads, in addition to dead load, are being investigated. The twoor more loads are to be multiplied by 0.75 and then added to thedead load. Increases in allowable stress cannot be used in thesecombinations. The reader is encouraged to review the most currentASCE 7 section on load combinations and the use of allowable

stress increases.

Concentrated & Varying LoadsStandard SJI joists are intended to support uniform loads. Section5.5 Loads of the Recommended Code of Standard Practicerecommends that load diagrams be provided for joists supportingnon-standard loads such as concentrated and tapered loads. Arecommended method for selecting approximate joist sizes for non-standard loads is outlined in Section 5.5 of the SJI specification,pages 91 to 93 and on pages XII and XIII of this catalog. Unlessinstructed otherwise through the use of load diagrams or specialnotes, joists shown as standard designations will be designed for theSJI uniform load according to the span and designation.

Chord bending must be considered for concentrated loads that arenot at panel points. Chord bending considerations are eliminated

when the joist is designed for the effects of the concentrated loadsand a shop or field applied web member is placed from the concen-trated load to the nearest opposite chord panel point. (See page XIVfor typical web stiffener detail.) Tapered loads such as snow driftneed to be clearly shown and defined. The length, maximum loadfrom drift and joists affected need to be identified through the use ofload diagrams.

KCS vs. K-Series JoistsA KCS joist has constant moment and shear capacities along itslength. The maximum uniform load is 550plf. This joist series allowsflexibility of concentrated load locations and magnitudes due to itemssuch as mechanical units. Since the joist is selected based uponmaximum moment and shear the specifier needs only be sure thatthese values are not exceeded. Off panel loads must be reinforcedaccording to the “Field Applied Web Stiffener Detail” on page XIV of

this catalog. See pages 28 through 31 of the SJI specifications of thiscatalog and pages X and XI for KCS selection examples.

Tie JoistsRegulation §1926.757(a)1 of the Office of Occupation Safety andHealth Administration (OSHA) have special requirements for joists ator 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 strengthrequirements (see figure 4 on page V.) All of these items providestability to the structure during erection. Refer to the NCJC and SJIposition papers for a more in-depth discussion of this topic.

Effective -vs- Gross Moment of InertiaBecause of their open-web system joist products experience somedegree of shear deflection. Because of this effect the chord momentof inertia is not 100% effective. SJI recommends increasing deflec-tions calculated using standard beam formulas by 15% to account forshear deflection. Therefore the effective moment of inertia is less thanthe chord moment of inertia, see equation 1 below.

The I j formulas at the beginning of the K, LH, DLH standard loadtables are based on simple beam deflection increased by 15%. TheI j formulas can be derived by increasing the simple beam deflectionequation by 1.15, setting it equal to L/360 and solving for I j in termsof W and L. This is illustrated in an example in section 1006 of theSJI 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 aframe directly affect the distribution of the internal forces. Thespecifying professional must consider the effective joist moment ofinertia in a frame analysis. The specifying professional can use theavailable 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 documentsit will be assumed that the specifying professional has alreadyaccounted for the 15% increase. Effective moment of inertiarequires the 15% increase to be accounted for by the manufacturer.If gross or effective is not specified NCJ will assume gross momentof inertia applies.

Chord ForcesStructural frames and bracing systems may induce axial forces into joist chords. The specifying professional needs to define theseforces on the documents.

Moment Resisting FramesJoist products are routinely specified as members of moment

resisting frames. These members must be designed to resist lateralmoments and any continuity moments due to dead or live loadsdepending on the connection details. The specifying professionalmust provide all loading and assumed gross moment of inertia. Themagnitude and type of each end moment, along with the breakdownof the concentrated loads must be provided. This will enable the joistto be designed for various load combinations.

The approximate gross moment of inertia can be obtained from theI j equations listed at the beginning of the load tables and in Section1006 of the Joist Girder specification. Research has shown that100% of the chord moment of inertia is effective when analyzing

NOTES TO THOSE SPECIFYING JOISTS

2 strap tie angles to carrycontinuity moments.erection joists using erection bolts.

when columns are plumb,weld down seats and removeerection bolts.

3/4" A325bolts

1critical weld

e

P

M

P

M = P x e

IGross1.15

IEffective =EQUATION 1


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VVVVV

frames. Typically, the member is designed for the full gravity loadsassuming a simple beam. The end moments are then combined withthe concentrated loads for each appropriate load combination.

The column connection is a very important consideration for joists inmoment resisting frames. A direct connection of the joist top chord tothe column is the most efficient means of developing the end

moments. The connections must be designed by the specifyingengineer to develop the required end moments. Chord membersizes can be provided by NCJC that will allow the specifyingengineer to determine weld requirements. When a standard bearingdetail is used an additional eccentric moment develops in the joist,see Figure 1. This additional moment must be resisted by the joistseat and the connection to the column.

An alternative detail is to use a “tie angle” (figure 2 below). The “tieangle” resists the dead and live load moments by balancing theconnection. However, any forces resulting from the unbalanced windloads would have to be transferred through the joist seats.

The preferred details for joists with end moments are shown onpage 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 dueconsideration must be given to the load path of the forces in the seats.The force couple resulting from the end moments on the joists mustpass through the girders. Often the girder seats require stiffeningplates that can interfere with bolting requirements (see figure 3.)

Sloped JoistsThe Standard SJI Load Tables are intended for parallel chord joistsinstalled to a maximum slope of 1/2 inch per foot with the loadnormal to the top chord. For sloping members live load is typicallyprojected over the plan length and dead load along the slope length.It is the responsibility of the design professional to properly utilizethe 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 loadin the top chord. NCJ will determine uniform loads based on thestandard designation and actual length of joists along member slopeunless instructed otherwise. If no additional axial top chord loads arenoted on the contract documents NCJ will assume that the designprofessional has accounted for them in the selection of a standard joist. See page VIII for an example illustrating a suggested method ofspecifying sloping joists and required seat depths.

CamberCamber is optional for K-Series joists, however, NCJ manufacturesall joists with camber. Camber is the initial upward curvature that is

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 initiadownward deflection as a result of camber within the span. Cantile-vered ends must be investigated for deflection and camber by thespecifying professional.

All joists are manufactured with the approximate camber as

specified in sections 4.7, 103.6 and 1003.6. The specifying profes-sional is responsible for the joist designation and consideration ofthe camber with respect to other components of the structure.Exterior and end joists may not receive the same amount of load asadjacent joists and therefore experience different deflections. Thespecifier should consider relative deflections when selecting joists.Approximate moment of inertia formulae are contained in the SJIload tables. The New Columbia Joist Company can provide approxmate moment of inertia information upon request.

Vibration in Joist SystemsElevated floors utilizing joists tend to have vibration characteristics thmay be perceptible. It is the responsibility of the design professional evaluate the structural system for the effects of vibration.

Ponding

Ponding analysis must be performed by the specifying professionaAny special requirement such as minimum moment of inertia mustto be clearly shown on the documents.

Pedestrian and Pipe Bridges

Joist products are occasionally utilized in non-standard applicationsuch as pedestrian and pipe bridges. These applications often usetwo joists without top chord decking. The stability and capacity ofsteel joists are dependant upon proper lateral bracing of thecompression chord according to the SJI requirements. Lateralstability of the compression chords must be evaluated by thespecifying design professional. Installation and erection according SJI requirements is the responsibility of the specifying professionalNCJ cannot be held responsible for the improper use of its productand any liabilities from such use.

3

stiffener plates

criticalconnectionchord force fromend moment

4

Shortspan - Tie Joist

9/16 x 2 Slots @ 3 1/2" Gage

1/2 Beam Gage

2 1/2"


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VIVIVIVIVIVIVIVIVIVIThe New Columbia Joist Company

K SERIESK SERIESK SERIESK SERIESK SERIES

GEOMETRY AND MINIMUM LENGTHS

K-Series joists are suppliedwith underslung or squareends. Top and bottom chordsare parallel, they cannot bepitched relative to the bottom

chords. Double or singlepitched top chords must bespecified as longspans. Joistscan be supplied with tiltedbearings in directon of joistslope only.

Joist SubstitutesJoist 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 commonlyspecified to span over hallways and short spans in skewed bays.

Joist substitutes are fabricated from material conforming to Steel Joist InstituteSpecifications. Full lateral support to the compressive flange is provided byattachments to the metal deck. Caution must be exercised during erection since

joist substitutes exhibit some degree of instability. The ends must be welded to thesupports per S.J.I. K-Series Specifications and the metal deck installed andattached to the top flange before loads of any description are placed on the joistsubstitutes. The figures shown in bold italics are the uniform live loads which produce an

approximate deflection of 1/360 of the span.

2.5 INCH DEEP K-SERIES JOIST SUBSTITUTES

SUBSTITUTEDESIGNATION

SPAN (FT.)

4 550 550 5505 550 / 338 550 / 465 5506 374 / 189 519 / 260 550 / 354 7 270 / 116 375 / 160 540 / 218 8 204 / 76 284 / 105 408 / 143

ALLOWABLE UNIFORM LOAD (PLF)

2.5 K1 2.5 K2 2.5 K3

Note: Tilted or punched bearings are not available for K-Series Joist Substitutes. Nobridging is required for Joist Substitutes, see page VII for Joist Substitute Profiles.

MembersChords are composed oftwo angles designed accordingto SJI criteria.

Webs are single angle, crimpedangle, or bent round bar.

Notes: 1. Provide uniform design loads for joists less than standard SJI minimum length. See SJI load tables. 2. 18" thru 22"deep joists may be built as crimped angle web, depending on shop schedules at time of fabrication. 3. 24" deep joists may bebuilt with round bar web, depending on shop schedules at the time of fabrication. 4. For lengths shorter than noted in tablespecify a joist substitute, see table below. 5. For joist depths with two “Minimum Joist Lengths” listed; the first length is theminimum length for round bar web joists, the second is for crimped angle web joists.

BENT ROUNDBAR WEB

varies

CRIMPEDANGLE WEB

1"

SINGLE ANGLEVERTICAL

1"

8K10K

12K

14K16K18K20K

22K

24K

26K

28K30K

TYPE

R O U N D

B A R

C R I M P E D

MINIMUMJOIST LENGTH(see notes 1, 4, 5)

clear span+8"

PANELLENGTH

JOISTDEPTH

19"19"

19"

19"24"24"24"

24"

48"

48"

48"48"

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"

NOTE

(2)

(2)(2)

(3)

Base Length

Panel Length

Top Chord

T.C.X.

Round Bar Interior Web (TYP)

Round Bar End Web

Bottom Chord

4"

2 1/2"

Overall Length

ROUND BAR WEB

T.C.X.

Crimped AngleInterior Web (TYP)

Round Bar End Web

2 1/2"

4"

Overall Length

Base Length

Panel Length

Top Chord

Bottom Chord

CRIMPED ANGLE WEB

Single Angle Vertical

Square Ended JoistsIt is imperative that bottombearing, square ended joistsbe installed with the top chord“UP.” The joists are fabricatedwith camber and must beerected with the “Camber Up.”There should not be any initial

downward deflection. If thereis any question regarding theproper orientation of the

joists please immediatelycontact NCJC.


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VIIVI IVI IVI IVI I


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 fromthe face of the wall.

STAGGERED JOISTSTYPICAL MASONRY BEARING

Field welds which are thicker than SJI requirements need non-standard seats. Additionalcosts are incurred when joist seat thickness must be increased for thicker field welds.See below for standard SJI weld criteria.

BOLTEDCONNECTIONS

WELDEDCONNECTIONS

K, KCS Series SJI 5.3, 5.4LH, DLH Series SJI 104.4, 104.5Girder Series Not Recommended

K, KCS Series SJI 5.3LH, DLH Series SJI 104.4Girder Series SJI 1004.4



Joist Substitute Profiles

END CONDITIONS

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 thespecifier. 3. NCJ supplies bridging, joist-to-joist girder connections and field splice bolts. 4. Standard Per SJI 5.6 (a), (b). 5. Non-Standard.

TS2.5 X 2.5 2 ANGLES 2 TS2.5 X 2.5C2.52C2.5

Substitute profiles are subject to material availablity.

PRODUCT SERIES DESCRIPTION (3) SLOT GAGE

K, KCS Series1/2" 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"

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

2 1/2"

2 1/2"

4" 2 1/2"

clear span

* span = clear span +4"

* For steel - to - steel bearing - span = center line to center line of steel

Stagger Joist when less than minimum bearing is possible. Less than standardbearing length may be used if the specifying professional follows the guidelines inthe appropriate specification section.

K, KCS Series S.J.I. 5.3LH, DLH Series SJI 104.4Girder Series SJI 1004.4

2 1/2"

4"

K, KCS Series SJI 5.3, 5.4LH, DLH Series SJI 104.4, 104.5Girder Series Not Recommended

CANTILEVERED, BOTTOM BEARING, SQUARE END

base length

use standard SJI criteria for bearing

extended end

additional row of bridging at end (2)additional row of x-bridging

bridging near support (1)

additional row of x-bolted bridgingbridging near support (1)

use standard SJI criteria for bearing

gage slotted holes

Slotted holes in bearing seats are furnished whenever bolted connections are requireBolts are furnished by NCJC for joist-to-joist girder connections only. All othererection bolts are not by NCJC.

use standard SJI

criteria for bearing

use standard SJIcriteria for bearing

use standard SJIcriteria for bearing

See cautionary note onpage VI regarding erection of

bottom bearing joists.


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VIIIVIIIVIIIVIIIVIIIVIIIVIIIVIIIVIIIVIIIThe New Columbia Joist Company


Tilted Bearings - Shortspan Joists with Sloped SeatsNCJ will provide sloped seats in the plane of the joist running parallel with the joist span. Transverse or compound slopes are to be fieldshimmed with shim packs furnished by others.

END CONDITIONS

Specifying Joists at Slopes Greater than SJI Maximums

* Without TCX.** With TCX.

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 forclearance between the top chord and the outside edge of the support. 4. The depths shown are the minimum depths required for fabrication.

(CONTINUED)

1

3 4

2

θ = tan-1(2/12)= 9.462°

WDL = 5' x 25psf = 125 plf

WLL(projected) = 5' x 30psf = 150 plf

WTL(perpendicular) = 125 plf x cos(9.462°) + 150 plf x cos2(9.462°) = 270 plf

Drag Force = 125 plf x sin(9.462°) + (150 plf x sin(2 x 9.462°))/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.

Specify K-series joist in form of 24K10SP (Additional Axial)

Slope = 2:12Spacing = 5'-0"Horiz. Span = 25'-0"

∆LL = L/360Dead Load = 25 psfLive Load(projected) = 30 psf

GIVEN:

FIND:

SOLUTION:

B a s e L

e n g t h

SL

12

Low End “Tag”without TCX

4"

*A

Max. Seat

(See notes 1 and 2)

(See notes 1 and 3)

**A

SL

4"

Low End Tagwith TCX

Max. Seat

T C X

2 1/2"

12

CheckClearance(See note 3)

B a s e L e

n g t h

4"

12"

D

High End

SL

Max. Seat

High Endwithout TCX

(See notes 1 and 2)

B a s e L

e n g t h

T C X

4"High End

D12"

SL

High End with TCX(2 1/2" deep maximum)

( T y p e

R )

2 1/2"

Max. Seat

(See notes 1 and 3)

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"

Drag Force (PLF) = DLsinΘ + LL(sin2Θ)/2

L L

DL

L Lcos2

DLcos

M i n .

D e p t h s

S e a t


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IXIXIXIXIX


EXTENDED ENDS

Reinforced Top Chord Extension, SJI Type “R”Reinforced extended ends can be furnished when the top chordangles 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.

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.

Extended Bearing SeatSeats longer than the standard bearing can be accommo-dated by requesting an Extended Bearing Seat. Note thatthe extended bearing seat does not change the location ofthe working point of the joist reaction. NCJ considers onlythe standard bearing as being effective in transferring the

joist reaction. Minimum bearing requirements must befulfilled within the standard bearing length of the extendedseat. The working point of the end web is 2" in from astandard bearing length.

Top Chord Extension Design AssumptionsDesigned for SJI tabular load of joist unless otherwisestated by the design professional.Other loads must be specified on a loading diagramshowing magnitude and location.Deflection limits, if a design criteria, must be stated on thecontract documents.

Top chord extension assumed to be laterally stayed by thefloor slab or roof deck.

Both bottom chords can be extended to the face of columns, beams orwalls when additional lateral support is required.

Bottom Chord Extensions

Rigid ConnectionsIf a rigid connection of the bottom chord is to be made to the column or othersupports, it shall be made at the direction of the specifying professional.Typically this connection is made after all dead loads are in place. Once thisconnection is made the joist is no longer simply supported and the system mustbe evaluated for continuity by the specifying professional. Please seesuggested moment connections on Page XVII.

BOTTOM CHORD EXTENSIONS

Specifying Standard Extended EndsBelow 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 extensionproperties.) 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 NCJdirectly for determining if 5" deep extensions will work for your application. Limit ∆

LL = L/240 (L = length of cantilever)

• Since Sreq’d

and Ireq’d

are > than those for S12 the S Type extensions are not adequate

• However, Sreq’d

or Ireq’d

are < than those for R1∴ Specify an R1 extension.

• If Sreq’d

or Ireq’d

were > than those for R12 a deeper seat would be required.

Contact NCJ for checking the deeper extension.

PROBLEM #1w

DL = 100 plf w

LL = 125 plf P

DL = 0# P

LL =0#

SOLUTION: wTL

= 100 plf + 125 plf = 225 plfw

LL = 125 plf

Specify type S12 extension on plans.

Capacities of S12; WTL

= 246 plf WLL

= 147 plf

PROBLEM #2w

DL = 100 plf w

LL = 125 plf P

DL = 100# P

LL =125#

SOLUTION: Calculate Sreq’d

and Ireq’d

then select standard extension.

Assume fixed end cantilever condition, Fb = 30 ksi and E = 29,000 ksi.

Mmax

= WTL

(L2) + PTL

(L) = 1,687.5 lb-ft; Sreq’d

= Mmax

(12 in/ft) = 0.675 in3

∆LL

= WLL

(L4) + PLL

(L3) = 4.131 x 106 = 0.142 and ∆LLmax

= 3 ft. (12in/ft) = 0.150 i

Set ∆LL

= ∆LLmax

→ 0.142 = 0.150 in. → Ireq’d

= 0.947 in4

2 0.6(50,000)

8EIreq’d

3EIreq’d

EIreq’d

Ireq’d

240

Ireq’d

EXTENDEDBEARING SEAT, NCJC

TYPE “E”

standard bearing length TCX

TOP CHORD EXTENSIONSJI TYPE S1 THROUGH S12


REINFORCED TOPCHORD EXTENSION

SJI TYPE R1 THROUGH R12


TCX = Top Chord Extension

1" typical fromface of wall.

Ceiling ExtensionsWhen ceilings are to be supported fromthe bottom chords of joists, one of thebottom chord members can be

extended to the face of the support.

P3'-0"

w(DL + LL)


10/24

XXXXXXXXXXThe New Columbia Joist Company


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"

This information is based upon standard SJI loading, spansand NCJ panel configuration. Joists with special loadingrequirements may have different dimensions and need to bereviewed individually. If a specific duct location and size isrequired it must be explicitly noted on the structural documents.

JOIST DUCTS

KCS joists were introduced in an effortto provide a versatile standard joist thatcan be easily specified to supportuniform, non-uniform and concentratedloads. The KCS joist can be usefulwhen approximate concentrated loadmagnitudes are known but locations arenot, e.g. unknown final mechanical unitlocations. The web system of a KCS

joist is designed for a constant shearequal to the published maximumreaction. For example, all webs of a20KCS3, except the end web, aredesigned as compression members

Specifying KCS joistsusing a shear of 6,000 pounds. Thechords are designed for the publishedmoment of 595 inch-kips. The maximumallowable uniform load at any point for aKCS joist is 550 plf. Typically, loaddiagrams are not required for KCS

joists. However, if uniform loads at anypoint are greater than 550 plf theSpecifying Professional must adviseNCJ of the maximum magnitude.Pleaserefer to pages 28 and 29 of theStandard SJI Catalog for morediscussion regarding KCS Joists and anadditional example of specifying them.

ATTACHING DECK TO JOISTSThe SJI specifications call for steel deck to be attached to K and LH (and DLH) series joists at a maximum spacing of 36" (914 mm)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 force rangesfrom 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 attachmentseasily meet the load requirements. Attachments can be arc puddle welds, screws, pneumatic or powder driven pins. If the deck isto be welded and thinner than 22 gage then welding washers should be used. Deck thicker than 22 gage does not require weldingwashers. (22 gage = 0.0295" = 0.7mm)

Fastening the deck not only stabilizes the joist top chords but provides diaphragm strength and wind uplift resistance. In addition,some fire ratings specify the amount of fastening required. Our affiliated company, United Steel Deck, Incorporated, our affiliatecompany, can provide information, including diaphragm data, that can be used in selecting the type and number fasteners.

EXAMPLE:Load Information: P* = 500 lbs max. Drift Load = 100 plf

* A field applied web siffener must be installed if concentratedloads do not fall at panel points. (SEE PAGE XIV)

Xunknown

5' 35' - Xunknown

- 5'

4' P* 4'P*

80 plf

200 plf

Span = 35' - 0"

JOISTSERIES

JOISTDEPTH

BOTTOMCHORD PANEL

LENGTH ROUND SQUARE RECTANGULAR

JOIST SIZES

DUCT SIZE

MAXIMUM DUCT OPENING SIZES

K - S e

r i e s

K C S - S e r i e s

L H - S e r i e s

No allowance has been made for fireproofing. The dimensionsshown are maximum overall sizes capable of being passedthrough standard joists. If fireproofing is required the duct size mustbe reduced.

Due to the variability of joist girder configurations this table doesnot apply to girders.

Specifying professional must indicate on structural drawings sizeand location of any duct that is to pass thru joist. This does notinclude any fireproofing attached to joist. For deeper LH and DLHseries joists, consult manufacturer.

* Sizes are based on a crimped angle web system. The sizes may be reducedwhen a rod web configuration is used.

***

***

**

*

* * *

**

** *

*

**

** *

*


11/24

XIXIXIXIXI


Standing Seam

Roof Systems (SSR)Industry standards are toassume that SSR systemsDO NOT adequately brace thetop chord of joists. In mostcases standard SJI bridging is

not sufficient for bracing thecompression chord. Werecommend that the designprofessional note on thedrawings that SSR is beingutilized and that the joistmanufacturer needs to provideadequate bridging to properlybrace the top chord under fulldesign load.

Net Uplift BridgingWhen uplift forces from windare a design consideration thdesign professional must

place the NET UPLIFT valueseither in terms of PSF or PLFper joist, on the drawings.These loads must be consid-ered in the design of the joistsand bridging. A minimum of anadditional row of horizontalbridging near the first bottomchord panel point at each endis required when uplift is adesign consideration.Depending on the Net Upliftvalues additional bottom chobridging may also be require

UPLIFT AND BRIDGING

1. Wmax = 200 plf + 100 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 Xunknown ≅ 15.0 ft.

Mmax ≅ 44,200 lb. –ft. ⇒ Mmax ≅ 530.4 kip – in.

3. Place load pattern such that maximum possible reaction is obtained.

The maximum reaction occurs when Xunknown ≅ 4 ft.

Vmax ≅ 5,000 lb.

4. KCS tables indicate that a 18KCS3 is adequate for Mmax and Vmax found above.

M18KCS3 ≅ 532 kip – in. > Mmax ≅ 530.4 kip – in. ∴∴∴∴∴ Okay

Igross = 164 in.4

NET UPLIFT BRIDGING STANDING SEAM ROOF SYSTEMS (SSR)

V18KCS3 ≅ 5,200 lb. > Vmax ≅ 5,000 lb. ∴∴∴∴∴ Okay

Sect. No.Bridging = 9 (18K9)

5. Check any deflection criteria using Igross 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.

Notes: K series joistuse 3/8"φ ASTM-A307bridging bolts. Consultshaded portions of SJIload tables todetermine whenbridging row must bediagonal boltedbridging. Also noteOSHA secion 29CFR§1926.757 (c) and (d)have been revised toaccept SJI bridgingrequirements.

MAXIMUM JOIST SPACING FOR DIAGONAL BRIDGING

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 = .35

8 6'-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)

18 6-6" (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)

JOISTDEPTH

STANDARD EQUAL LEG ANGLES, (additional costs for other bridging sizes)

REQUIRED NUMBER OF ROWS OF BRIDGING**

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'




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'

1 2 3 4 5*SECTIONNUMBER

ROWS

3' max.*

* Spacing of SSR Bridging dependant upon top chord angle size.**Bridging at first bottomchord panel point at both

ends of joist.

1 - 9 3'-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 mm10 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

MAXIMUM JOIST SPACING FOR HORIZONTAL BRIDGING

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 mmr = .13 r = .20 r = .25 r = .30 r = .35 r = .40 r = .50

*SECTIONNUMBER

STANDARD EQUAL LEG ANGLES, (additional costs for other bridging sizes)ROUND ROD

* 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 1926.757 (d) for additional Diagonal Bolted Bridging requirements.


12/24

XIIXI IXI IXI IXI I

LH AND DLH SERIESLH AND DLH SERIESLH AND DLH SERIESLH AND DLH SERIESLH AND DLH SERIES

The New Columbia Joist Company

Specifying Special Joists

BRIDGING

Horizontal Bridgingrecommended inend space to permitrelative deflectionwithout damageto bridging.

ASTM-A307BRIDGING

BOLTDIAMETER

LH, DLH, 2-12

LH, DLH, 13-19

K Series

*SECTIONNUMBER

3/8" φ

5/8" φ

3/8" φ * NCJ supplies all bridging bolts.

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" 05-06 4'-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" 07-08 3'-9" (1143 mm) 5'-1" (1549 mm) 6'-8" (2032 mm) 8'-6" (2590 mm) 10'-0" (3048 mm) 12'-4" (3759 mm)

14'-0" 09-10 4'-6" (1371 mm) 6'-0" (1828 mm) 7'-8" (2336 mm) 10'-0" (3048 mm) 12'-4" (3759 mm)

16'-0" 11-12 4'-1" (1244 mm) 5'-5" (1651 mm) 6'-10" (2082 mm) 8'-11" (2717 mm) 12'-4" (3759 mm)

16'-0" 13-14 4'-1" (1244 mm) 6'-3" (1905 mm) 8'-2" (2489 mm) 12'-4" (3759 mm)

21'-0" 15-16 4'-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

BRIDGING SPACING AND HORIZONTAL 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**SPACING


SEE DIAGONAL BRIDGING.

(Note: LH Spans over 60 feet require bolted diagonal bridging)

*SECTIONNUMBER

18 6-6" (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)

MAXIMUM JOIST SPACING FOR DIAGONAL BRIDGING

1 X 7/64 1 1/4 X 7/64 1 1/2 X 7/64 1 3/4 X 7/64 2 X 1/8(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 = .40

JOISTDEPTH


* Last digit(s) of joist designation.** Maximum spacing of lines of bridging lines, horizontal or diagonal bolted

To ensure that joists are capable of suppor ting the special loads and to obtaincorrect, competitive bids the specifying professional should follow the procedurelisted below. This procedure requires the specifying professional to calculate thesimple span moment and reactions. These values are then used to calculateequivalent uniform loads based on simple span conditions. The maximum equivalentuniform load is then used to select a standard designation that approximates thefinal size of the joist required to support the special loads. The specifyingprofessional must place “SP” after the standard designation and show thecomplete load diagram on the construction documents. Note that concentratedloads must be reinforced with a field applied web stiffener if not at a panel point.(See page XIV).

Field Weld

Exp. Bolts by Others

EXAMPLE:

2' 2' 5' 3' 8'

300 plf

250 plf 80 plf

* 2,000 lbs.

Span = 20'-0"

R left

= 3,588 lbs. (note1) R right

= 2,352 lbs.M

max = 20,267 lb-ft.

* A field applied web stiffener must be installed if concentrated loaddoes not fall at a panel point. (See page XI)


13/24

XIIIXIIIXIIIXIIIXIII


DETAILS

WARNING - For erection stability refer to the SJI Sections 5 and 6 and K-Series Load Table. When it is necessary for the erector to climb on the joists, extremecaution 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 ends.

3

Note 1:Typically the maximum reaction that can be supported by a K-Series joist isapproximately 8,700 pounds. If the maximum reaction due to actual loads isgreater than 8,700 pounds consider double K-Series or LH-Series. For LH andDLH joist series a conservative end reaction can be found by dividing thetabulated Safe Load by two.

Mmax

= 20,267 ft. - lb.= (wplf-Moment

) Span2 ⇒ Wplf-Moment

= 406 plf

Rmax

(Note 1) = 3,588 lbs. = (wplf-Reaction

)Span ⇒ Wplf-Reaction

= 359 plf

Since Wplf-Moment

> Wplf-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.

8

2

Please refer to pages 91 to 93 of the Standard SJI Catalog for morediscussion regarding specification of special joists.

VARYING JOIST DEPTHS

8cross bolted bridging

field weld at intersection

Continuous horizontalbridging is attached to thesteel joist near panel pointsby welding. For K andKCS-Series joists thewelded connections mustbe capable of resisting

700 pounds. For LH,DLH-Series bridgingconnection requirementssee table 104.5.1 of theSJI specifications.

HORIZONTAL BRIDGING TO WALL

Each row of bridging should beanchored at masonry walls bywelding to an anchor which isbolted to the mansonry wall.

1 3/8 φ expansion bolts

by others (typical)

BA1

BA 1

field weld at all contact points

horizontal bridgingtop & bottom chords

CROSS BOLTED BRIDGING TO WALL

3/8 φ expansion bolts by others (typical)

BA2 orBA3

BA2 orBA3

cross boltedbridging

3/8 φ H.H.M bolt or 5/8 φH.H.M bolt

CROSS WELDED BRIDGING TO WALL

5 3/8 φ expansion bolts by others (typical)

BA1

horizontal bridging per mark on plan

cross welded bridging

BA1

VARYING JOIST ELEVATION

7cross bolted bridging

field weld at intersection

CROSS WELDED BRIDGING TO BEAM

6 horizontal bridging per mark on plan

cross welded bridging


CROSS BOLTED BRIDGING TO BEAM

4

typical

3/8 φ H.H.M. boltor 5/8 H.H.M. bolt

cross boltedbridging

field weld when boltingis not possible

HORIZONTAL BRIDGING TO BEAM

2


horizontal bridgingtop & bottom chords

field weld when boltingis not possible


14/24

XIVXIVXIVXIVXIV



Joist products are beingutilized in framing plans thatrequire them to be placed ona skew with regards tosupports. This type of framing

can cause the end web andbearings to be off of thesupport. The severity of thiscondition is compoundedwhen Long Spans are used.Long Span joists typicallyhave double angle end webmembers which prevent thecenter of the joist from beingover the support.

It is the responsibility of theSpecifying Professional toensure that proper and stablebearing conditions areprovided. Minimum bearinglengths must be providedaccording to SJI specifica-tions. Both bearing anglesneed to be supported toprevent the joist from rollingoff of the support. Thesesketches are an aid theSpecifying Professional indeveloping details that willprovide adequate and stablebearings on skewed conditions.

SKEWED JOIST CONDITIONS

Notes:1. Depth and Length of Pocket can be

determined assuming the end web is

45o from the top chord.2. Width of Pocket for K-Series can be

assumed to be 8". Contact NCJ forLong Span requirements.

Web StiffenerA web stiffener must be field applied at all concentrated loads not occurring at joist panelpoints unless directed otherwise by the specifying professional. This applies to all

joists and girders including SP, KCS and standard designations.

Slotted Punching StandardsSlotted holes in joist bearing seats are furnished whenever bolted connections arerequired. Erection bolts are furnished by NCJ for joist-to-joist girder connectionsonly. All other connection bolts are by others.

(1) Girder top chords with 2 1/2" legs.(2) Girder top chords with 3" legs or greater.

Shortspans Seats Standard

Shortspan Seats Available

Longspan Seats

Joist Girder SeatsGirder Top Chord Gages

TYPE PUNCHING AND GAGE

9/16" x 2" @ 3 1/2" standard

13/16" x 2" @ 3 1/2" available

13/16" x 1 1/4" @ 4"

13/16" x 1 1/4" @ 5"Round Holes @ 4"(1) or 5"(2)

length of pocket (1)

angle of skew

assume 45o

joist perpendicularto width of pocket

masonry orconcrete wall

depth of pocket (1)

edge to beperpendicular to joist span

width ofpocket (2)

edge of support to beperpendicular to spanof joist.

1 - 1

angle of skew

provide reinforced clip orshelf angle to ensure that bothbearing angles are supported.

Shelf support to bedesigned byspecifying engineer.

SECTION 1 -1

web stiffenersize, location andwelding by others.

hanging load panelpoint

by others panel point

concentratedload


15/24

XVXVXVXVXV


Bottom bearing joist girders

are inherently unstableduring erection and areNOT recommended.

LH, DLH AND JOIST GIRDER GEOMETRY

MembersChords are composed oftwo angles designed ascontinuous members.

Webs are eithersingle,double or crimpedangles. End webs areeither double angles orround bars.

Camber for Longspans and Joist GirdersCamber is provided in all joists, regardless of top chord pitch, according to the table below. Standard SJI camber is based on a radius of 3600 feet. Camber is not reducedwhen non-parallel chord joists are specified. If full camber is not required, such as near walls or other structural members, please place a note to that affect on the plans.Special camber can be provided at an additional premium. If special camber is required indicate the amount of camber in inches on the plans.

The specifying professional needs to evaluate the effects of camber and deflection with regards to bridging and decking requirements in the last joist space. Oftenproblems 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 for these conditions. Please see page XII forsuggested bridging details for the end space of joists.

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.

* 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 passing through, be sure

to clearly specify this on the contract documents.

18 20 24 28 32 36 40 44 48 52 56 60 64 68 72

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'-0DEPTH *

P**

Longspan joists can befabricated with double orsingle pitched top chords. Thnominal depth of slopingchord longspan joists is the

depth at mid span of a singlepitched top chord or the ridgeof a double pitched top chord

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"

6096 9144 12192 15240 18288 21336 24384 27432 30480 33528 36576 39621 42672 43890

1/4" 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"

6 10 16 25 38 51 70 89 108 127 152 178 203 216

JOISTSPAN

APPROX.CAMBER

ft.mm

in.mm

varies

DOUBLE ANGLEWEB

CRIMPED ANGLEWEB

SINGLE ANGLEVERTICAL

1" 1"

ROUND BAREND WEB

LONGSPAN AND GIRDER CONFIGURATION (except as noted)

LONGSPANS - S.J.I. 104.4

See SEAT DEPTH char t at right.

6"

LONGSPAN WEB CONFIGURATION

Panel Length, P * * Varies 2 x Depth Max,* *

TCX

Depth

5" for LH & DLH6"

TYPE SEAT DEPTH

LH, DLH through5"

17 chord sizes

DLH 18, 19 7 1/2"Girders 7 1/2"

6" deep girder seats available whenselfweight < 60 plf and top chord is 5 x 5 or smaller.

*


16/24

XVIXVIXVIXVIXVIThe New Columbia Joist Company

JOIST GIRDER SERIESJOIST GIRDER SERIESJOIST GIRDER SERIESJOIST GIRDER SERIESJOIST GIRDER SERIES

LH, DLH AND JOIST GIRDER TYPES

Depth is defined at centerline of joist, except for off-set double-pitched joists, where depth is at the ridge. All joists are fabricatedwith camber unless otherwise specified. See Section 103.6 Camber for SJI recommended approximate camber. Designationshould include a standard section number based on SJI load tables or the total load over live load in plf, TL/LL along with Live Loaddeflection criteria if required. Square - Ended, Bottom Bearing Joist Girders are not recommended.

BOWSTRING JOIST

GABLED JOIST

PARALLEL CHORDS UNDERSLUNG

PARALLEL CHORD SQUARE ENDS(NOT RECOMMENDED FOR GIRDERS)

TOP CHORD SINGLE PITCHED UNDERSLUNG

TOP CHORD DOUBLE PITCHED SQUARE ENDS

(NOT RECOMMENDED FOR GIRDERS)

TOP CHORD OFFSET DOUBLE PITCHED UNDERSLUNG

TOP CHORD OFFSET DOUBLE PITCHED SQUARE ENDS(NOT RECOMMENDED FOR GIRDERS)

TOP CHORD SINGLE PITCHED SQUARE ENDS(NOT RECOMMENDED FOR GIRDERS)

TOP CHORD DOUBLE PITCHED UNDERSLUNG

*

* Contact NCJ if depth is less than 24".

Available bottom bearing or underslung.Bottom bearing not recommended for Joist Girders.

PARAMETERS: A double pitched joist with different slopes on either side of theridge is required for deflection values published. Pitch exceeds 1/2” per foot on oneside so SJI tables do not apply for deflection values published. Specify a specialconfiguration for the following criteria.

Span: 60'-0"Live Load: 35psfDead Load: 25psf (including self weight)Ridge: 20'-0" from left end

Special Longspan Designation

* Contact NCJ if depth is less than 24".

Maximum depth 10'-0" without special provisions, contact NCJ.Available bottom bearing and underslung (underslung preferred).

Left Pitch: 1" per ft.Right Pitch: 1/2" per ft.Spacing: 5 ft.

*

SOLUTION: Architectural requirements set depth at end to 24" *.Depth at Ridge: 24" +20ft(1"/ft) = 44"Total Load =(5ft)(25+35)psf = 300 plfLive Load =(5ft)(35psf) = 175 plf

DESIGNATION: 44LH300/175SPPlace designation on drawings and provide a profile sketch on structural drawingsas shown at right.Note on framing plan to see profile sketch on structural drawings noting any specialcriteria such as live load deflection.

* Contact NCJ if end depths less than 24" are required on a project.

20'-0" 40'-0"

12"1"

12"1/2"

44LH330/175SP∆LL = L/240

Depth at ridge

Depth at ridge

Depth at ridge

Depth at ridge

Depth at crown

Depth at center line

Depth at center line

Depth at ridge


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XVIIXVIIXVIIXVIIXVII


Joist Girders are primaryframing members whichtypically support other joistproducts at panel points. JoistGirders are typically designedas simply supported trusses,however they can be utilized

moment frames to resist deadlive, seismic and wind loadmoments. Ideally the concen-trated loads are at panelpoints, eliminating bending inthe chord angles. Off panelloads can be accommodatedbut they can increase chordsize requirements.

BG SERIES

VG SERIES

G-SERIES

NOTE REGARDING JOISTGIRDER CHORD SIZES:If someone other that NCJ/NJB isproviding detailing services or if you aproviding a bill of material for fabricatplease contact your NJB salesman foestimated Joist Girder top chord size

after the contract has been awarded tNJB. This information is required toproperly calculate base lengths andrequired top chord extensions of joistsupported by Joist Girders and girderstrut requirements.

Rollover forces from diaphragm action or end moment forces from joists on top of girders can go through the joist seats. The seats are designed by NCJ to resistthese forces, however, the connections to the supporting structure must be designed by the specifying professional.

Seat Forces

JOIST GIRDERS

equally spaced steel joists

P/2 P/2PPPPP


P/2 P/2PPPPP P


P/2 P/2PPPPP PPPP P

depth

depth

depth

spacing

spacing

spacingP

diaphragm forceForce from end moment on joistwithout tie plate

GUIDELINES FOR SELECTING TYPE OF JOIST GIRDERS

This table utilizes the Load Spacing-t

Girder Depth ratio as a guideline toestablishing the depth and configuratof a joist girder. It is an attempt to hespecify girders that have economicalweb systems.

Use BG Series, load bothdiaonals and verticals.

Use G or VG Series, loadeither diagonals or verticals.

Consider a shallower girder.

Consider a deeper girder oralternate diagonal andvertical loading.

0.67 ≤ ≤ 1.5Load Spacing

Girder Depth

1.5 ≤ Load Spacing

Girder Depth

≤ 0.67Load Spacing

Girder Depth

3.0 ≤Load Spacing

Girder Depth

Seat stiffener required if standardseat is not adequate for rollover.


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XVIIIXVIIIXVIIIXVIIIXVIIIThe New Columbia Joist Company


Joist Bearing Between Column LinesTypically, joists are welded to the top chord of joist girders. Refer to OSHA§1926.757 (a)(8)(i), (ii) for field bolting requirements. Field installed struts limit theslenderness ratio of the joist girder bottom chord to 240. Additional struts may berequired to brace the bottom chord if uplift or end moments are specified.

Joist Bearing At Column LineColumn 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 tocolumns and loosely connected to column stabilizer plates. If a fixed connection isrequired, the continuity affects must be investigated by the specifying professional.

To the right is a suggested format forspecifying joist products that are tosupport end moments and/or chordforces. Typically joist products are notdesigned to resist dead load endmoments or chord forces. Chordsshould be connected directly tosupporting columns by tie plates. Thisprovides a direct load path for theinternal forces resulting from the endmoments and/or axial forces. See pageIV for discussion and page XX forsuggested details.

Force and Moment Format

END BEARING INFORMATION

Joist Girder Top Chord PunchingJoist Girder End Bearing DetailSlotted 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. Section1004.6 (a), (b). Standard Joist Girder seat is 7 1/2" deep.

BUTTED ANGLE BACK-TO-BACK BUILT-UP PLATE

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 estimatedJoist 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 joistssupported by Joist Girders and girder strut requirements.

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 thecolumn. This loose connection is required to prevent out-of-plane rotationduring erection. If a fixed connection is required the specifying professionalmust evaluate the effects of continuity on the system.

Stiffener plate by others.

Gage = 5" typically, 4"when top chord angleshave 2 1/2" legs.

per joistgage

gage

girder top chord

girderdepth

2 1/2" or 5"

strut

stabilizer plate by others

double angle web system1"

MARK SIZE

MOMENTWIND LOAD

MOMENTLIVE LOAD

CHORDFORCES MINIMUM

GROSSMOMENT

OFINERTIA

“I”

NOTES

LEFT RIGHT LEFT RIGHT TOP BOTTOM

(in.4)(ft. - kips) (ft. - kips) (kips)

6" is available for girders with selfweight < 60plf and top chordangles 5 x 5 or smaller.


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XIXXIXXIXXIXXIX


JOIST GIRDERS WITHOUT END MOMENTS

Girder DetailingBelow 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 youare 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

1 3/4 2 2 1/2 3 3 1/2 4 5 622'-7" 24'-6" 28'-7" 32'-6" 36'-9" 40'-9" 49'-2" 57'-2"

ANGLE LEG LENGTH, IN.

BOTTOM CHORD STRUT SPACING*, FT.

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.

* From the Steel Joist Institute Specifications for Joist Girders: Section 1003.4 Members , a) Chords

1

3

2

4

1/2"

2 slots - 13/16" x 1 1/4"Holes @ 5" gage.

7 1/2"

2 1/2"

1"

2 B.C.X.

1/2"

2 slots - 13/16" x 1 1/4"Holes @ 5" gage.

7 1/2"

2 1/2"

1"

2 B.C.X.

4"

2 slots - 13/16" x 1 1/4"

Holes @ 5" gage.

7 1/2"

2 1/2"

1"

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.

4"

2 slots - 13/16" x 1 1/4"

Holes @ 5" gage.

7 1/2"

2 1/2"

1"

2 B.C.X.


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X XX XX XX XX XThe New Columbia Joist Company


MOMENT CONNECTION DETAILS

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 theend 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 topchord of the member to the supporting column should be designed and furnished. This requires the column to be extended, and provides a direct load path for the topchord axial force due to the moment. The specifying professional is responsible for supplying the moment magnitudes, load types, and any moment of inertia criteria. Themoment tie plates are to be designed by the specifying professional and furnished by others.

Determining Approximate Moment of InertiaThe approximate moment of inertia (I) in inches 4 of joist girders can be calculated by the equation:I = 0.027 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 in inches. Be sure to decrease I

gross to I

effective

when calculating deflections, see page V.

1

Note: For joist setback, allow for 3/4"wide back-up bar forsingle groove weld.

moment plate

See note below.

3

L

moment plate

as required to provide1/2" clear to cap plate.

3 1/2" min. for shortspans.

2 moment plate

Igross

= 0.027(8)9(50)48 = 4666 inches4

EXAMPLE

9 k 9 k 9 k 9 k 9 k 9 k 9 k

d = 48"

50' c.c. of columns

4A

A

moment plate

momentgirder seat

top chord extension for deck

SECTION: A-A


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XXIXXIXXIXXIXXI


FOREWARDThe Steel Joist Institutespublishes a Technical Digest No.9, “Handling and Erection of SteelJoists and Joist Girders.” TechnicalDigest No. 9 is a detailed sourceof information for the erection ofsteel joists and joist girders. The

following information is a simplifiedoverview of some highlights of theerection and handling process.The following information is in noway to be used as a substitute forSJI Technical Digest No. 9,specifications, or established, sounderection procedures and OSHArequirements. Please refer to theposition papers by NCJ and SJI for amore in-depth discussion of theseOSHA requirements.

The New Columbia Joist Company(NCJ) assumes no responsibilityfor the use of this information. Theuse of this data is entirelyvoluntary. NCJ is a manufacturer

of steel joists, joist girders andtheir accessories, and as such,NCJ relinquishes control over the joist products at the time ofdelivery. The contractor, erector,owner and their agents have theresponsibility to receive, unload,handle, store, erect and install thedelivered joist products properlyand safely.

GENERALSteel joists and joists girders arelightweight structural memberswhich are capable of supportingsubstantial loads provided theyhave adequate lateral stability.Adequate lateral bracing requires

that the bracing members bestrong enough to restrict thelateral movement of the joist or joist girder at the points ofattachment; and that the distancebetween lines of bracing be shortenough to prevent lateral bucklingof the top chord.NCJ Steel Joists are designed perSteel Joist Institute specificationsto carry the published catalogloads when their top chords are

The SJI Sections 6 and 105 shall be adhered to for erection of joists.

ERECTION GUIDE

braced according to SJI. SJI requiresthe top chords of joists to be laterallyrestrained at a maximum of 36” oncenters. Lateral restraint is normallysupplied through attachment of flooror roof deck. If lateral restraints areplaced further apart than 36", or if

the lateral restraints have insufficientstrength, the carrying capacity of the joist will be reduced. NCJ JoistGirders are designed per Steel JoistInstitute specifications to carry thespecified design loads when theirtop chords are prevented fromlateral movement by the steel joists they support. If lateralrestraints are placed further apartthan the joist spacing, or if thelateral restraints have insufficientstrength, the carrying capacity ofa joist girder will be reduced.

HANDLING OF JOISTS ANDJOIST GIRDERSCare should be exercised at all

times to avoid personal injury ordamage to joists or joist girdersthrough careless handling duringunloading, storing and erecting. If a joist or joist girder has beendamaged or is otherwise imperfectit may be unsafe to use. Theproduct should not be erected untilthe problem has been corrected.

ERECTION OF JOISTS, JOISTGIRDERS AND INSTALLATIONOF BRIDGINGDuring the erection period andprior to the installation of floor orroof deck, joists and joist girderswill not be capable of supportingtheir published catalog loads. The

loading which a joist or joist girderwill carry during this perioddepends on the strength andlocation of the bridging.

SHORTSPAN JOISTSMost shortspan joists (K-Series)spanning less than 40' can safelysupport their own weight withoutthe benefit of any lateral support.However, these joists may not beable to support the additional

weight of erectors until after bridginghas been installed. Each bridgingline must be anchored to preventlateral movement. Suitableanchorage is the responsibility ofthe Specifying Professional and/orErector. Bridging lines must be

anchored to prevent lateralmovement. Suitable anchoragecould be obtained from a wellbraced column, beam or wall.Hoisting cables shall not beslackened until at least the bridgingline nearest midspan has beeninstalled. Where joists are bottombearing the top chord at the endsmust also be restrained laterally.Suitable anchorage is theresponsibility of the SpecifyingProfessional and/or Erector.

LONGSPAN JOISTSLongspan joists (LH and DLH-Series ) must have lateral supportin order to safely support their

own weight plus the weight of theerectors. EACH JOIST SHALL BELATERALLY BRACED PER SJIBEFORE THE NEXT JOIST ISERECTED AND BEFORE ANYLOADS ARE APPLIED. Bridginglines must be anchored toprevent lateral movement.Suitable anchorage could beobtained from a well bracedcolumn, beam or wall. Hoistingcables must not be slackeneduntil at least the line of bolteddiagonal bridging nearestmidspan or, 2 lines of bolteddiagonal bridging nearest thethird points of the spans areinstalled. Additionally, bottom

bearing joists must have their topchords laterally restrained nearthe bottom bearing. The bolt andnut at the intersection of the twopieces must be installed asbridging is being placed. Beforethe application of any loads,except the weight of the erector,all bridging shall be completelyinstalled and the joists perma-nently fastened in place. Duringthe construction period, the

erector shall provide a meansfor adequate distribution ofconstruction loads so that thecarrying capacity of any joist isnot exceeded.

JOIST GIRDERS

Joist girders shall have positiveattachment to the support byeither bolting or welding. Thebottom chords shall be looselyconnected, such as over a knifeplate, to the supporting member.This connection is required toprevent overturning duringerection. The bearings andbottom chords must be stabilizedprior to releasing the hoistingcables. A rigid connection of thebottom chord is to be made onlywhen specified by the specifyingprofessional. Section 1004.5 ofthe Steel Joist Institute Specifications on bracing requires that joigirders be proportioned such tha

they can be erected withoutlateral bracing provided the endsof the bottom chords have beenrestrained against lateralmovement and no other loads aplaced on the joist girder. Noloads other than the weight of therectors shall be applied to the joist girders until all the joists havbeen completely and permanentfastened in place.

Standard Joist Girder Designation

48G 8N 9kips

DEPTH (INCHES) NUMBER OF JOIST SPACES LOAD ON EACH PANEL POINT

1219G 8N 40kNDEPTH (MILLIMETERS) NUMBER OF JOIST SPACES LOAD ON EACH PANEL POINT


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XXIIXXIIXXIIXXIIXXIIThe New Columbia Joist Company

QUALITY CONTROL AT NCJ

FEATURES AND ADVANTAGESLight WeightThe design of Open-Web Steel Joistsis an efficient use of light structuralsteel members. Chord members aretypically 99% + stressed, and websizes are varied along the length ofthe span according to the shear onthe member. The result is an efficient,engineered product. The light weightof Open-Web Joists can also reducethe required size of beams, columnsand footings, thus lowering theoverall cost of the project.

Construction SpeededEach joist is a complete and indepen-dent unit. As soon as the joists areerected and bridged a platform isavailable for the various trades allowingfield work to progress efficiently.

Standardized SizesNCJ joist products are standardized forlength, depth and carrying capacity inaccordance with the Steel Joist Institute.Special loads can be accommodatedthrough load diagrams and notes. Pleaserefer to section 5.5 Loads of theRecommended Code of StandardPractice for Steel Joists and Joist Girders.

Conceals Ducts & ConduitThe open webs of joists permit passageof other systems such as mechanicalducts, electrical conduit and plumbingwithin the plenum of the structuralsystem. Information is available fromNCJ on the approximate size of ductwhich will pass through the web systemof standard joists (see page X).

Available Throughout the

United States of AmericaNCJ joist sales are handled through itssales affiliate Nicholas J. Bouras (NJB),Incorporated. NJB has offices locatedin key geographic construction regionsalong the East coast and the Mid-West.Please see the back of this catalog forlocations, addresses and phonenumbers of the NJB sales officenearest your location or visit NJB onthe web at www.njb-united.com.

The New Columbia Joist Company has an extensive Quality Control program in place. Quality Control starts from the time yourorder 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 Controlpersonnel to verify that the members and welds on the product are in accordance with the orders released from engineering. Allwelders are certified to American Welding Society Standards. All welds are manually made using the shielded gas metal arcwelding process in accordance with the Steel Joist Institute requirements.

The New Columbia Joist Company also conducts full scale testing of their products. By applying loads that exceed the service loadmagnified by the required safety factor the joists are tested to their ultimate capacity. These tests verify that the joists are designed,assembled and welded properly. The results of these tests show that NCJ joists meet or exceed the requirements of the SJI.


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XXIIIXXIIIXXIIIXXIIIXXIII


STEEL JOIST INSTITUTE3127 10th Ave. North Ext., Myrtle Beach, SC 29577-6760Phone (843) 626-1995 Fax (843) 626-5565www.steeljoist.org

AVAILABLE PUBLICATIONSSTEEL DECK INSTITUTEPost Office Box 25, Fox River Grove, IL 60021-0025Phone (847) 462-1930 Fax (847) 462-1940www.sdi.org

• Design Manual for Composite Decks, Form Decks and Roof Decks, No. 3• 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

• Steel Decks for Floors and Roofs (design manual and catalogof products) Call 1 (800) 631-1215 for your free copy.

UNITED STEEL DECK, INC.14 Harmich RoadSouth Plainfield, NJ 07080-4804

JOB: Tops Market Distribution Center LOCATION: Lancaster, New York YEAR BUILT: 1995 ARCHITECT/ENGINEER: Food Plant Engineer ing, Inc.NICHOLAS J. BOURAS, INC. supplied both joist and deck.

• LRFD Guide 2000 • 41st 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)


24/24

The following are subsidiaries of


NICHOLAS J. BOURAS, INC. - Detailing, engineering and sales.25 DeForest Avenue, Summit, NJ 07902-0662

UNITED STEEL DECK, INC. - Manufacturing of deck, siding, and cold formed steel products.14 Harmich Road, South Plainfield, NJ 07080-4804

200 Glenn Hope Road, P.O. Box 846, Rock Hil l, SC 29731-68469 Unytite Drive, Peru, IL 61354

THE NEW COLUMBIA JOIST COMPANY -Engineering and manufacturing of steel joists and joist girders.2093 Old Route 15, New Columbia, PA 17856

PRIOR COATED METALS, INC. - Coil coating, leveling, and slitting.2233 26th St. S.W., Allentown, PA 18103

ABA TRUCKING CORPORATION - Steel transportation.25 DeForest Avenue, Summit, NJ 07902-0662

Summit, NJ - HOME OFFICE

25 DeForest Avenue, Summit, NJ 07902-0662NJ (phone) 908-277-1617 (phone) 800-631-1215(fax) 908-277-1619 engineering (fax) 908-277-6789

(email) [email protected](website) www.njb-united.com

Boston, MA67 South Bedford Street

Suite 303 W.Burlington, MA 01803(phone) 781-273-3520

(fax) 781-272-9299engineering (fax) 781-273-1252

Indianapolis, IN5455 West 86th Street, Suite 121

Indianapolis, IN 46268(phone) 317-228-9253

(fax) 317-228-9257

Chicago, ILOakmont Corporate Center

900 Oakmont Lane, Suite 206Westmont, IL 60559(phone) 630-986-8197

(fax) 630-986-8362

Hartford, CT653 Main Street

Suite CPlantsville, CT 06479(phone) 860-621-9158

(fax) 860-621-2927

Baltimore, MDK & M Lakefront North Building5550 Sterrett Place, Suite 311Columbia, MD 21044-2628

(phone) 301-596-4014(fax) 410-995-3865

Michigan2500 Harte Drive

Brighton, MI 48114-7344(phone) 810-494-4330

(fax) 810-494-4340

Minneapolis, MN13720 Lincoln St. NE

Ham Lake, MN 55304(phone) 763-780-6098(fax) 763-780-7190

Kansas City, MO1300 E. 104th St., Suite 220

Kansas City, MO 64131(phone) 816-763-2058

(fax) 816-763-9406

St. Louis, MO1819 Clarkson Rd.

Suite 304

Chesterfield, MO 63017(phone) 636-532-4599(fax) 636-532-4629

Raleigh, NC3717 National Drive, Suite 207

Raleigh, NC 27612(phone) 919-785-9869

(fax) 919-785-9826

Philadelphia , PA 350 Sentry ParkwaySuite 130, Bldg. 610Blue Bell, PA 19422

(phone) 610-940-1340(fax) 610-940-1380

Pittsburgh, PA3 Parkway Center, Suite G6

Pittsburgh, PA 15220(phone) 412-937-4040(fax) 412-937-4135

Pittsburgh, PASignature Square, Suite 301

120 Marguerite DriveCranberry, PA 16066

(phone) 724-742-9449(fax) 724-742-9669

Rock Hill, SC200 Glenn Hope Road

P.O. Box 846

Rock Hill, SC 29731-6846(phone) 803-366-5171(fax) 803-366-5172

New Columbia, PA

2093 Old Route 15New Columbia, PA 17856(phone) 570-568-6761

(fax) 570-568-1001

Albany, NYP.O. Box 150

Johnsonville, NY 12094(phone) 518-686-5245

(fax) 518-686-5291

Syracuse, NY15 Bayview Terrace

P.O. Box 151Geneva, NY 14456(phone) 315-789-1281

(fax) 315-789-1283

Canton, OH3930 Fulton Drive, Suite 102C

Canton, OH 44718(phone) 330-491-1055

(fax) 330-491-1066

Buffalo, NY

4245 Union Road, Suite 212Cheektowaga, NY 14225(phone) 716-633-8605

(fax) 716-633-9712

Oklahoma City, OK5009 North Pennsylvania

Suite 111

Oklahoma City, OK 73112(phone) 405-842-1105(fax) 405-842-1427

Jacksonville, FL9000 Cypress Green Drive

Suite 103-BJacksonville, FL 32256(phone) 904-419-0255

(fax) 904-419-0251

Allentown, PA1501 N. Cedar Crest Boulevard

Suite 118Allentown, PA 18104-2309

(phone) 610-776-2060(fax) 610-435-7650

Sales, Detailing and Engineering by NICHOLAS J. BOURAS, INC.

Key: SALES DETAILING ENGINEERING

JSC Moment Connetions

Documents

Transcript of JSC Moment Connetions