PREFACE BAILEY METAL PRODUCTS LIMITED

Transcription

1 M PREFACE Founded in 1950, Bailey Metal Poducts has gown to be Canada's lagest manufactue of lightweight steel faming poducts fo commecial and esidential constuction Ou poducts include stuctual Lightweight Steel Faming (LSF), Non-loadbeaing steel faming, dywall tims and accessoies, ceiling gid, ComSlab composite floo system, and vinyl and pape-faced metal bead Bailey manufactuing facilities ae located in Vancouve, Calgay, Edmonton, Toonto, and Monteal We ship acoss Canada and the United States, as well as to ou expot customes aound the wold LEADERSHIP IN ENERGY AND ENVIRONMENTAL DESIGN (LEED ) The LEED ating system is a thid paty cetification pogam fo geen buildings It was developed to foste innovative, envionmentally fiendly and enegy efficient design and constuction of buildings in Noth Ameica Bailey poducts contibute geatly towads building LEED cetification in the Mateials & Resouces LEED cedit categoy Moe specifically, ou poducts can contibute to LEED cedit attainment within MR sub-categoies of Constuction Waste Management, Recycled Content and Regional Mateials Additionally, though ou patneship with AceloMittal Dofasco, Bailey Metal Poducts is an authoized manufactue of building poducts eligible fo use of both the EcoLogo and Asthma Society of Canada designation When designing you next LEED building poject, please contact you neaest Bailey Division fo moe infomation REFERENCE STANDARDS NBCC CAN/CSA-S136 ASTM A653/A653M ASTM C1007 ASTM C955 CAN/ULC-S101 Building poducts made with AceloMittal Dofasco steel pomote a healthy indoo ai envionment AceloMittal Dofasco steel is cetified to Ecologo standad CCD-150 Steel fo Use in Constuction Poducts National Building Code of Canada Noth Ameican Specification fo the Design of Cold-Fomed Steel Stuctual Membes Standad Specification fo Steel Sheet Zinc-Coated (Galvanized o Zinc-Ion Alloy Coated [Galvannealed]) by the Hot-Dip Pocess Standad Specification fo Installation of Load Beaing (Tansvese & Axial) Steel Studs and Related Accessoies Standad Specification fo Load Beaing (Tansvese & Axial) Steel Studs, Runnes (Tacks), & Bacing o Bidging fo Scew Application of Gypsum Panel Poducts and Metal Plaste Bases Standad Methods of Fie Enduance Tests of Building Constuction and Mateials i This document povides load tables fo Bailey cold-fomed steel studs and joists, supplemented by section popety data fo the component pats Compute output has typically been ounded to thee significant figues Tailing zeos afte the thid significant digit have no meaning Thee ae significant changes fom the 2004 issue of these tables: S (Noth Ameican Specification fo the Design of Cold-Fomed Steel Stuctual Membes) with S136S2-10 (Supplement 2) and the 2010 National Building Code of Canada ae followed Distotional buckling has been intoduced in S as a new limit state To assist uses with this new citeion, section popeties data is expanded to include the basic paametes necessay fo calculating distotional buckling of studs and joists Also, a new paamete, k min, is intoduced which epesents the theshold sheathing stiffness necessay to aise the distotional buckling moment o axial load to its yield value This should make it easie fo uses to choose an appopiate sheathing to educe the effect of distotional buckling whee it govens S has intoduced a new inteaction equiement combined tosion and bending This effect is captued as a eduction facto on fully estained moment Only the unsheathed axial load beaing studs ae affected by this inteaction and then only when axial load stesses ae small elative to wind load stesses The lip lengths fo joists with 25" and 3" flange widths have been educed fom 075" to 0625" These lip lengths have been adjusted fo confomance with the Noth Ameican Standad fo Cold-Fomed Steel Faming - Poduct Data, 2007 Edition, AISI S The load and impotance factos ae evised in accodance with the equiements of the 2010 National Building Code of Canada Disclaime: Please note that we have taken all possible steps to ensue that the infomation within this publication is accuate and complies with accepted industy pactice at the time of publication Howeve, Bailey Metal Poducts Limited assumes no esponsibility and expessly disclaims all liability fo eos o omissions in, and use o intepetation by othes, of any diect, indiect, special, incidental o consequential damage o any othe damages whatsoeve and howsoeve caused, aising out of o in connection with the use of o in eliance on the infomation included in this bochue We stongly ecommend that this infomation only be used in conjunction with advice fom a qualified pofessional egading its suitability fo any specific application, and we eseve the ight to change the infomation included heein without notification Copyight Septembe 2012 All ights eseved This publication, no any pat theeof, may not be epoduced in any fom without the witten pemission of the publishe wwwbmp-goupcom

2 TABLE OF CONTENTS Commentay Intoduction Section Geometies Stud & Joist Section Popeties Tables Tack & Bidging Channel Section Popeties Tables Wind Beaing Stud Allowance Height Tables Combined Wind and Axial Load Beaing Stud Tables Floo Joist Load Tables Compute Output Symbols Poduct Identification Design Examples Section Dimensions Dawings Section Popeties Tables - Stud, Joist, Bidging Channel &Tack Impeial Stud Section Popeties Table Metic Stud Section Popeties Table Impeial Joist Section Popeties Table Metic Joist Section Popeties Table Impeial Bidging Channel Section Popeties Table Metic Bidging Channel Section Popeties Table Impeial Tack Section Popeties Table Metic Tack Section Popeties Table Wind Beaing Stud Tables Combined Axial & Lateal Loadbeaing Stud Tables Unsheathed Sheathed Floo Joist Load Tables C-1 to C-14 C-1 C-1 C-1 to C-2 C-3 C-3 to C-4 C-4 to C-6 C-6 to C-7 C-8 to C-9 C-10 C-10 to C-13 C wwwbmp-goupcom ii

3 1) INTRODUCTION The technical data in these epots is intended as an aid to the design pofessional and should not be used to eplace the judgement of a qualified Enginee o Achitect 2 ) SECTION GEOMETRIES 21 ) Section geometies ae identified by the poduct designation method descibed in Commentay Item 9 22 ) Stud and joist lip lengths ae as follows: Section S125 S162 S200 S250 S300 Flange Width (in) Lip Length (in) ) Stud, Joist, Tack and Bidging Channel Inside Bend Radii ae as follows: Thickness (in) Inside Radius (in) ) STUD AND JOIST SECTION PROPERTIES TABLES 31 ) Stuctual popeties ae computed in accodance with CSA Standad S136-07, Noth Ameican Specification fo the Design of Cold-Fomed Steel Stuctual Membes with S136S2-10 (Supplement 2) 32 ) Steel shall meet the equiements of S and S136S2-10 (Supplement 2) with a minimum yield stength of 33 ksi fo design thicknesses less than o equal to 00451" and 50 ksi fo design thicknesses geate than o equal to 00566" 33 ) Section popeties ae computed on the basis of the design thicknesses shown in the tables Design thicknesses ae exclusive of coating 34 ) Pefoations ae assumed to be located at mid-depth and spaced at a minimum of 24" oc The distance fom the centeline of the last pefoation to the end of a wall stud o joist is assumed to be 12" minimum 35 ) The incease in yield fom the cold wok of foming is consevatively neglected 36) The maximum unbaced length, L u, which pecludes lateal buckling in beams is calculated fom the fomulae in the Commentay on Noth Ameican Specification fo the Design of Cold-Fomed Steel Stuctual Membes, 2007 Edition, AISI S C, published by the Ameican Ion and Steel Institute (Fomulae C-C , C-C & C-C ) K y, K t and C b ae set equal to one C1 wwwbmp-goupcom

4 3 ) STUD AND JOIST SECTION PROPERTIES TABLES (continued) 37 ) Factoed esistances include the following esistance factos: Moment b = 090 fo local buckling and global buckling b = 085 fo distotional buckling Axial Compession Shea = 080 v = 080 fo local buckling and global buckling c = 080 fo distotional buckling b Web Cippling = 075 (see Item 39) w 38 ) The deflection inetia, I, includes the effects of local buckling at the stess level esulting x fom specified live loads (appoximated by 06 x F ) This inetia is only appopiate fo checking y seviceability limit states 39 ) Web Cippling 391 ) Studs Fo the web cippling capacity of steel stud flexual membes with stud to tack connections susceptible to web cippling, S efes to the Noth Ameican Standad fo Cold-Fomed Steel Faming Wall Stud Design, AISI S The wall stud web cippling calculations assume the following: Tack thickness equal to o geate than the stud thickness Both flanges of the stud attached to the tack Studs not adjacent to wall openings o discontinuities in the tack Minimum beaing length = 1" The distance fom the centeline of the last pefoation to the end of the stud = 305 mm (12") minimum (fo R = 1 fom S C342) c 392) Joists Web cippling capacities ae based on the povisions of S with the end one-flange loading fastened to suppot condition A 889 mm (35") minimum beaing length is assumed The distance fom the centeline of the last pefoation to the end of the joist = 305 mm (12") minimum (fo R = 1 fom S C342) c 310) Distotional Buckling 3101) Distotional buckling popeties and factoed esistances ae based on the unpefoated section 3102) Neithe S136-07, Sections A - G, no do these tables include povisions fo the weak axis distotional buckling of studs o joists (lips in compession) Whee weak axis distotional buckling is a concen, additional calculation is equied 3103) A new popety k is povided which epesents the theshold sheathing stiffness, min k, necessay to aise the distotional buckling moment o axial nominal esistance to its yield value wwwbmp-goupcom C2

5 4 ) TRACK AND BRIDGING CHANNEL SECTION PROPERTIES TABLES 41 ) The pevious Commentay Items 31-33, 36 and 38 apply except that fo bidging channels minimum yield stengths of 33 ksi and 50 ksi ae povided fo each thickness 42) The actual inside to inside tack depth is the nominal tack depth given in the tables plus one inside bend adius Fo bidging channels the actual outside to outside depth is the depth given in the tables 43 ) The factoed moment esistance, Mx, is deived using effective section popeties with the cold wok of foming consevatively neglected Factoed shea and moment esistances, V and M x, include a 08 and 09 esistance facto espectively 5 ) WIND BEARING STUD ALLOWABLE HEIGHT TABLES 51 ) The allowable heights ae computed in accodance with the equiements of the National Building Code of Canada 2010 and S136-07, Noth Ameican Specification fo the Design of Cold-Fomed Steel Stuctual Membes with S136S2-10 (Supplement 2) 52 ) Stud mateial, geomety and popeties confom to the Stud Section Popety Tables and Commentay Item 3 53 ) Stength allowable heights ae limited by end shea o midspan moment at the factoed load level shown The factoed shea esistance is based on the pefoated section Factoed moment esistance is the lesse of the fully estained esisting moment fo local buckling (based on the pefoated section with a esistance facto of 09) and the esisting moment fo distotional buckling (based on the unpefoated section with a esistance facto of 085) Since the sheathing is not elied on to educe the effect of distotional buckling, k is set to zeo in the distotional buckling calculations 54 ) Sheathing poviding full lateal suppot on both sides of the studs is assumed The sheathings ae to have adequate duability, stength & igidity to pevent the studs fom buckling lateally and to esist the tosional component of loads not applied though the shea cente In addition to the sheathing equiements outlined above, you must also: povide bidging at 5'-0" oc o less in ode to align membes and to povide the necessay stuctual integity duing constuction and in the completed stuctue design the bidging to pevent stud otation and tanslation about the mino axis povide peiodic anchoage and/o blocking-in fo the bidging as equied stuctually 55 ) Wind loads ae assumed to be unifomly distibuted Seismic loads ae not consideed 56 ) The deflection allowable height (L/360) is calculated fo the specified wind loads shown without imposing any stength limit states In no case shall the deflection allowable height exceed the stength allowable height Allowable heights fo deflection limits not shown can be calculated by multiplying the L/360 allowable heights by the following factos: Requied Deflection Limit L/1000 L/720 L/600 L/360 L/240 L/180 Facto C3 wwwbmp-goupcom

6 5 ) WIND BEARING STUD ALLOWABLE HEIGHT TABLES (continued) 57 ) Web cippling allowable heights ae limited by stud web cippling in the top o bottom tack at factoed loads 58 ) Design end connections fo the applied wind shea Asteisks indicate heights whee the factoed end eaction exceeds the factoed web cippling esistance, P Reduce the allowable height to the value povided fo web cippling o design end connections that ae not susceptible to web cippling 59 ) Refe to the Design Example fo Wind Beaing Stud (Commentay Item 10) 6 ) COMBINED WIND AND AXIAL LOAD BEARING STUD TABLES 61 ) SHEATHED AND UNSHEATHED 611 ) The factoed loads ae computed in accodance with the equiements of the National Building Code of Canada 2010 and S136-07, Noth Ameican Specification fo the Design of Cold-Fomed Steel Stuctual Membes with S136S2-10 (Supplement 2) 612 ) Stud mateial, geomety and popeties confom to the Stud Section Popeties Table and Commentay Item ) Wind loads shown ae factoed and unifomly distibuted ove the suface of the wall Axial loads ae factoed and ae pe stud 614 ) Loads without asteisks do not exceed L/360 deflection unde wind alone Loads with asteisks do not exceed L/180 deflection unde wind alone The wind loads used to calculate these deflection limits ae specified wind loads given by the factoed wind load shown divided by 14 and multiplied by 075 (14 is the load facto and 075 the SLS impotance facto) The magnification of deflection by axial load is neglected Othe deflections limits can be checked using the Wind Beaing Stud Allowable Height Tables 615 ) Seismic loads ae not consideed 616 ) Web cippling is not checked Design the stud end connections to tansmit the applied wind shea and axial load Refe to the Wind Beaing Stud Tables fo limiting stud heights to detemine whee web cippling applies Whee web cippling is citical, beaing stiffenes at the top and bottom tack may be equied Refe to S ) Whee dead, live, snow and wind loads ae combined, the appopiate load combination factos must be applied befoe using the tables 618 ) Refe to the Design Example fo Combined Wind & Axial Load Beaing Stud (Commentay Item 12) 62 ) SHEATHED TABLES 621 ) The factoed axial loads ae limited by the inteaction of axial load and majo axis bending due to wind End shea due to wind alone is also checked The factoed shea esistance is based on the pefoated section The factoed moment esistance used in the inteaction equation is the lesse of the fully estained esisting moment fo local buckling (based on the pefoated section with a esistance facto of 09) and the esisting moment fo distotional buckling (based on the unpefoated section with a esistance facto of 085) Since the sheathing is not elied on to educe the effect of distotional buckling, k is set to zeo in the distotional buckling flexual calculations wwwbmp-goupcom C4

7 6 ) COMBINED WIND AND AXIAL LOAD BEARING STUD TABLES (continued) 62 ) SHEATHED TABLES (continued) 621 ) (continued) The factoed axial esistance used in the inteaction equation is the lesse of the global/local buckling value (based on the pefoated section with a esistance facto of 080) and the distotional buckling value (based on the unpefoated section with a esistance facto of 080) Since the sheathing is not elied on to educe the effect of distotional buckling, k is set to zeo in the distotional buckling axial calculations Global axial buckling is based on majo axis flexual buckling ove the height of the stud 622) Ideal sheathing poviding full lateal suppot on both sides of the studs is assumed The sheathing and its fastenes ae assumed to have adequate duability, stength and igidity to pevent the studs fom buckling lateally and to esist the tosional component of loads not applied though the shea cente (Many wallboad and sheathing mateials ae less than ideal and povide patial suppot only S136-07, Section D4, efeences the Noth Ameican Standad fo Cold-Fomed Steel Faming Wall Stud Design, AISI S fo a less than ideal sheathed design methodology Altenatively, sheathing baced design in accodance with an appopiate theoy, tests, o ational engineeing analysis is pemitted) 623) Axial loads ae assumed to be concentically applied to studs with espect to the X and Y axes (Some end connection details can intoduce significant eccenticities which will educe the stud capacities given in the tables) 624) Povide bidging at 4'-0" oc o less in ode to align membes and to povide the necessay stuctual integity duing constuction and in the completed stuctue Design the bidging to pevent stud otation and tanslation about the mino axis Povide peiodic anchoage fo the bidging as equied stuctually 625) Effective lengths ae calculated as follows (only majo axis buckling is consideed): K = 1 x L = the oveall length of the stud x 626) Studs ae teated as compessive membes in fames that ae baced against joint tanslation Povide the necessay bacing to adequately contol the sidesway of the oveall stuctue eithe due to wind, seismic loads o P- (delta) effects 63 UNSHEATHED TABLES 631) The factoed axial loads ae limited by the inteaction of axial load and majo axis bending due to wind End shea due to wind alone is also checked The factoed shea esistance is based on the pefoated section The factoed moment esistance used in the inteaction equation is the lesse of the esisting moment fo lateal tosional/local buckling (based on the pefoated section with a esistance facto of 09) and the esisting moment fo distotional buckling (based on the unpefoated section with a esistance facto of 085) Since the sheathing is not elied on to educe the effect of distotional buckling, k is set to zeo in the distotional buckling flexual calculations C5 wwwbmp-goupcom

8 6 ) COMBINED WIND AND AXIAL LOAD BEARING STUD TABLES (continued) 63 UNSHEATHED TABLES (continued) 631) (continued) The factoed axial esistance used in the inteaction equation is the lesse of the global/local buckling value (based on the pefoated section with a esistance facto of 080) and the distotional buckling value (based on the unpefoated section with a esistance facto of 080) Since the sheathing is not elied on to educe the effect of distotional buckling, k is set to zeo in the distotional buckling axial calculations Global buckling is based on the lesse of majo axis flexual buckling ove the height of the stud, mino axis flexual buckling between lines of bidging and tosional-flexual buckling between lines of bidging 632) The combined bending and waping tosion limit state (S Section C36) is checked unde wind alone The wost case with a line of bidging at midheight is consideed The tosional eccenticity due to wind is taken as the distance fom the shea cente to the centeline of the web The povisions of S Section C36 ae modified fo the puposes of these tables Full uneduced section popeties ae consevatively used to calculate bending stesses and then when combined bending and tosion at the tip of the lip govens a coection is applied to the S povisions fo the eduction facto, R 633) Sheathing is not elied on to estain the studs Peiodic lateal and tosional suppot is assumed to be povided by bidging spaced at a maximum of 48" oc The bidging need not be spaced equally ove the height of the stud povided that the 48" spacing limit between lines of bidging and between the last line of bidging and the end of the stud is adheed to The ends of the studs ae also assumed to be lateally and tosionally estained Design bidging fo the accumulated tosion between bidging lines (S Section D321) in combination with the discete bacing equiements (S Section D33) Povide peiodic anchoage fo the bidging as equied stuctually 634) Axial loads ae assumed to be concentically applied to studs with espect to the X and Y axes (Some end connection details can intoduce significant eccenticities which will educe the stud capacities given in the tables) 635) Effective lengths ae calculated as follows (majo axis, mino axis and tosional-flexual buckling is consideed): K, K and K = 1 x y t L = the oveall length of the stud x L y, L t = maximum distance between lines of bidging 636) Studs ae teated as compessive membes in fames that ae baced against joint tanslation Povide the necessay bacing to adequately contol the sidesway of the oveall stuctue eithe due to wind, seismic loads o P- D (delta) effects 7 ) FLOOR JOIST LOAD TABLES 71 ) The load tables ae computed in accodance with the equiements of the National Building Code of Canada 2010 and S136-07, Noth Ameican Specification fo the Design of Cold-Fomed Steel Stuctual Membes with S136S2-10 (Supplement 2) 72 ) Joist mateial, geomety & popeties confom to the Joist Section Popety Tables and Commentay Item 3 wwwbmp-goupcom C6

9 7 ) FLOOR JOIST LOAD TABLES (continued) 73 ) Stength loads ae limited by end shea o midspan moment at the factoed load shown Stength loads ae to be checked against the sum of the factoed live and dead loads The live load facto is 15 and the dead load facto is 125 Deflection loads ae to be checked against specified (unfactoed) design live loads The factoed shea esistance is based on the pefoated section Fo the k = 0 joist tables, the sheathing is not elied on to educe the effect of distotional buckling The factoed moment esistance is the lesse of the fully estained esisting moment fo local buckling (based on the pefoated section with a esistance facto of 09) and the esisting moment fo distotional buckling, assuming k = 0 (based on the unpefoated section with a esistance facto of 085) Fo the joist tables, the sheathing is elied on to contol distotional buckling The factoed moment esistance is the lesse of the fully estained esisting moment fo local buckling (based on the pefoated section with a esistance facto of 09) and the esisting moment fo yield (based on the unpefoated section uneduced fo local buckling with a esistance facto of 085) The paamete k is the theshold sheathing stiffness necessay to aise the distotional buckling min moment to its yield value Additional calculation is equied to detemine whethe o not a paticula sheathing povides adequate estaint Fo many sheathing and joist combinations, it is difficult to achieve and patial estaint only is available meaning Fo this case, the distotional buckling esisting moment can be calculated to detemine if it govens o, consevatively, the k = 0 tables can be used 74 ) No vibation limit state is imposed Additional calculation is equied 75 ) Concentated loading is not consideed in the load tables Additional calculation is equied 76 ) Joists ae analyzed as single span membes with adequate web stiffenes povided at the location of eactions o concentated loads Spans ae not limited by web cippling Design web stiffenes to accommodate concentated loads o eactions Refe to S ) Joists ae assumed to be fully estained with espect to lateal instability and with espect to tosionally eccentic loads not applied though the shea cente Loads ae assumed to be unifomly distibuted 78 ) Allowable specified loads fo othe deflection limits can be calculated by multiplying the L/360 specified loads by the following factos: Requied Deflection Limit L/480 L/360 L/300 L/240 L/180 Facto ) Povide floo sheathing supplemented by bidging as equied by S (S efeences the Noth Ameican Standad fo Cold-Fomed Steel Faming Floo and Roof System Design, AISI S210-07, whee detailed equiements ae povided) 710 ) Refe to the Design Example fo Floo Joist (Commentay Item 11) C7 wwwbmp-goupcom

10 8 ) COMPUTER OUTPUT SYMBOLS A = out to out depth of stud (in o mm) = out to out depth of bidging channel (in o mm) = nominal depth of tack (in o mm) 2 2 Aea = fully effective (uneduced fo local buckling) aea (in o mm ) B C = out to out width of flange (in o mm) = out to out depth of lip stiffene (in o mm) 6 6 C w = waping tosional constant (in o mm ) F F I x d y I (deflect) I x y J j k = elastic distotional buckling stess (ksi o MPa) = minimum yield stength (ksi o Mpa) = fully effective (uneduced fo local buckling) moment of inetia about the majo axis (in4 o mm4) = effective moment of inetia about the majo axis fo checking deflections with specified (unfactoed) loads (in4 o mm4) = fully effective (uneduced fo local buckling) moment of inetia about the mino axis (in4 o mm4) = St Venant tosional constant (in4 o mm4) = tosional-flexual buckling paamete fo singly symmetic beam- columns (in o mm) = otational stiffness povided by a estaining element (kips o kn) k = theshold sheathing stiffness necessay to aise the distotional buckling moment o axial load to min its yield value (kips o kn) k = elastic otation stiffness povided by the flange to the flange/web junctue (kips o kn) fe ~ k = geometic otational stiffness demanded by the flange fom the flange/web junctue (in2 o mm2) fg k = elastic otational stiffness povided by the web to the flange/web junctue (kips o kn) we ~ k = geometic otational stiffness demanded by the web fom the flange/web junctue (in2 o mm2) wg L L c u m M x = distotional buckling citical unbaced length (in o mm) = maximum unbaced length of flexual membes which pecludes lateal buckling (in o mm) = distance fom centeline web to the shea cente (in o mm) = fully baced factoed moment esistance about the majo axis with a esistance facto of 09 (inkips o knm) M = distotional buckling factoed moment esistance about the majo axis with a esistance facto x_db of 085 (inkips o knm) wwwbmp-goupcom C8

11 8 ) COMPUTER OUTPUT SYMBOLS (continued) M = factoed moment esistance at yield used in distotional buckling calculations and taken about x_fy the majo axis with a esistance facto of 085 (inkips o knm) M M P x_lb y_lb = fully baced local buckling factoed moment esistance about the majo axis with a esistance facto of 09 (inkips o knm) = fully baced local buckling factoed moment esistance about the mino axis with the web in compession o with the lips in compession with a esistance facto of 09 (inkips o knm) = factoed web cippling esistance with a esistance facto of 075 (kips o kn) P = distotional buckling factoed axial esistance with a esistance facto of 080 (kips o kn) _DB P = factoed axial esistance at yield used in distotional buckling calculations with a esistance _Fy facto of 080 (kips o kn) x y S t V f Weight Wn1 Wn2 Wn3 x x cg o = inside bend adius (in o mm) = fully effective (uneduced fo local buckling) adius of gyation about the majo axis (in o mm) = fully effective (uneduced fo local buckling) adius of gyation about the mino axis (in o mm) = fully effective (uneduced fo local buckling) section modulus (in3) = design steel thickness exclusive of coating (in o mm) = factoed shea esistance with a esistance facto of 080 (kips o kn) = weight pe foot based on uncoated, unpefoated steel (lbs/ft o kg/m) = nomalized unit waping paamete at the end of the lip (in2 o mm2) = nomalized unit waping paamete at the intesection of the lip and the flange (in2 o mm2) = nomalized unit waping paamete at the intesection of the flange and the web (in2 o mm2) = distance to centoid fom back of web fo the fully effective section (uneduced fo local buckling) (in o mm) = distance fom shea cente to centoid (in o mm) Notes: 1 ) Fo metic section popeties, the units shown in the section popety tables may be adjusted by E+03 o E+06 which means the section popety values ae to be multiplied by 1,000 o 1,000,000 espectively 2 ) All distotional buckling popeties and esistances ae based on the unpefoated section uneduced fo local buckling C9 wwwbmp-goupcom

12 9 ) PRODUCT IDENTIFICATION The cold-fomed steel faming manufactues use a univesal designato system fo thei poducts The designato is a fou pat code which identifies depth, flange width, membe type and mateial thickness Example: 600S Membe depth in 1/100ths inches Thus 600 means 600/100 = 6" Flange width in 1/100ths inches Thus 162 means 162/100 = 162" o 1-5/8" 600 S Style: S = Stud o joist sections T = Tack sections U = Channel sections F = Fuing channel sections Mateial thickness in 1/1000ths inches Thus 54 means 54/1000 = 0054" Notes: 1 Mateial thickness is given as the minimum thickness exclusive of coatings and epesents 95% of the design thickness See S Section A24 2 Fo those sections available in two diffeent yield stengths, the yield stength used in the design, if geate than 33 ksi, needs to be identified (ie, 600S (50 ksi)) In any case, it is good pactice to always show the yield stength and eliminate any potential ambiguity 3 Fo tack, "T", sections, membe depth is a nominal inside to inside dimension plus one inside adius Othe dimensions ae out to out 4 This poduct designation method is also known as "STUF" nomenclatue 5 This poduct labelling is independent of units Fo example 600S (50ksi) applies whethe impeial o metic units ae used 10 ) DESIGN EXAMPLE NO 1 WIND BEARING STUD Given: Specified (unfactoed) design wind load fo stength calculations = 30 psf (I = 1) w Specified (unfactoed) design wind load fo deflection calculations = 225 psf (I = 075) w Height of studs = 11'-0" Maximum allowable deflection = L/360 Stud depth fo achitectual consideations = 6" wwwbmp-goupcom C10

13 10 ) DESIGN EXAMPLE NO 1 WIND BEARING STUD (continued) Calculations: Ty 600S (33 ksi) spaced at 24" oc Fom the Wind Beaing Studs Tables: Allowable height fo deflection is based on 225 psf specified wind load consevatively use 25 psf Allowable height at L/360 = 126 ft > 110 ft Allowable height fo stength is based on 30 psf specified wind load (42 psf factoed) Allowable height = 124 ft > 110 ft The asteisk on the stength allowable height indicates that an end connection not susceptible to web cippling is equied o the allowable height is to be educed below 124 ft Allowable height to eliminate web cippling is based on 30 psf specified wind load (42 psf factoed) Web Cippling Allowable height = 119 ft > 110 ft OK OK OK Conclusion: Use 600S (33 ksi) spaced at 24" oc with 2 ows of bidging Bidging equiements ae based on the ecommended 5'-0" maximum spacing fom Commentay Item 54 In addition, sheathing meeting the equiements of Commentay Item 54 ae equied on both sides of the studs Povide bidging and bidging connection details in accodance with industy standad pactice 11 ) DESIGN EXAMPLE NO 2 FLOOR JOIST Given: Specified (unfactoed) live load = 40 psf Specified (unfactoed ) dead load = 15 psf Requied joist depth fo achitectual consideations = 8 in 16'-0" single span Sheathing is not elied on to educe distotional buckling Calculations: Factoed load = (125)(15) + (150)(40) = 788 psf Ty 800S (50 ksi) joist spaced at 16" oc Fom the k = 0 Floo Joist Load Tables (sheathing is not elied on to educe the effect of distotional buckling) Stength = 91 > 788 psf OK L/360 = 44 > 40 psf OK Conclusion: Use 800S (50 ksi) joist spaced at 16" oc Povide web stiffenes ove the suppots designed in accodance with the equiements of S Povide top flange floo sheathing in combination with bottom flange bidging to meet the equiements of S See Commentay Item 69 Whee vibation o point loads ae a concen, additional engineeing is equied C11 wwwbmp-goupcom

14 11 ) DESIGN EXAMPLE NO 2 FLOOR JOIST (continued) Altenative Appoach: Although not equied in the context of this example, the tables could be used whee the sheathing is assumed to have adequate stiffness such that the distotional buckling moment is aised to its yield value To compae: k = 0 tables stength value = 91 psf tables stength value = 108 psf The tables show a 19% incease in stength To take advantage of this exta stength, sheathing must satisfy the equiement that: 0653 kips fom the Joist Section Popety Tables The calculation of the sheathing k value is outside the scope of this design example Refe to: CFSEI Tech Note TECHNOTE-G100-08, Septembe 2008, Design Aids and Examples fo Distotional Buckling In any case, it may be difficult to achieve and patial estaint only is available meaning The esulting stength value will fall somewhee between 91 and 108 psf Additional calculation is equied 12 ) DESIGN EXAMPLE NO 3 COMBINED WIND AND AXIAL LOAD BEARING STUD Given: Specified (Unfactoed) Loads: Axial Live Load = 36 kips Axial Dead Load = 18 kips Wind Load = 25 psf (fo stength with Iw = 1) = 188 psf (fo deflection with Iw = 075) Height of Studs = 10'- 0" Restaint of sheathing to be neglected Axial loads ae applied concentically with espect to both the X and the Y axes Calculations: Ty 600S (50 ksi) spaced at 16" oc The equied factoed load combinations ae given in the 2010 National Building Code Dead Only Load Case Factoed Load Combination = 140D W (factoed wind load) = 0 f C f (factoed axial load) = 140D = 140(18) = 252 kips Fom the unsheathed tables detemine the maximum factoed compessive esistance fo 0 psf factoed wind C = 824 kips > 252 kips OK wwwbmp-goupcom C12

15 12 ) DESIGN EXAMPLE NO 3 COMBINED WIND AND AXIAL LOAD BEARING STUD (continued) Dead + Wind + Live Load Cases Factoed Load Combination #1 = 125D + 150L + 04W W (factoed wind load) = 040W f = 040(25) = 100 psf C f (factoed axial load) = 125D + 150L = 125(18) + 150(36) = 765 kips Fom unsheathed tables, detemine the maximum factoed compessive esistance fo 100 psf factoed wind C = 769 kips > 765 kips OK Factoed Load Combination #2 = 125D + 140W + 05L W (factoed wind load) = 140W f = 140(25) = 350 psf C (factoed axial load) = 125D + 050L f = 125(18) + 050(36) = 405 kips Fom the unsheathed tables, detemine the maximum factoed compessive esistance fo 350 psf factoed wind by intepolation C = 662 kips (at 30 psf) C = 610 kips (at 40 psf) C = 636 kips (at 35 psf by intepolation) > 405 kips OK Wind Load Case fo Web Cippling Check Fom the Wind Beaing Stud Allowable Height Tables, fo 25 psf specified (350 psf factoed) wind load Web cippling allowable height = 486 > 100 ft OK Wind Load Case fo Deflection Check Fom the Wind Beaing Stud Allowable Height Tables, fo 188 psf specified (unfactoed) wind load consevatively use 20 psf L/360 allowable height = 167 > 100 ft OK Conclusion: Use 600S (50 ksi) spaced at 16" oc with 2 lines of bidging aanged so that the maximum spacing does not exceed 48" oc See Commentay Item 733 Detail end connections to insue concentic axial loading with espect to the X and the Y axes and to tansmit the end shea Design bidging and its anchoage in accodance with the equiements of S C13 wwwbmp-goupcom

16 STUD & JOIST SECTION DIMENSIONS TRACK & BRIDGING CHANNEL SECTION DIMENSIONS wwwbmp-goupcom C14