beamformulasstru00newyrich

8/3/2019 beamformulasstru00newyrich

1/56

B 3 7QMTJ7 ^^^^^^/v2 MACHINERY'S DATA SHEETS

REVISED AND RE-ARRANGED IN LIBRARY FORM

No. 18

Beam Formulasand

Structural DesignPRICE 25 CENTS

CONTENTSFormulas for Round and Rectangular Solid Beams 4Formulas for Calculating the Strength of Beams 5Table of Section .\Iodulus and Weight per Foot of Beams 6Beam ChartsAreas of Small Rectangles 11Net Areas of Structural Angles ... 14Loads for Eccentrically Loaded id vet GroupsAngles of Hopper Side Iiu rSections for Crane and Telpher RunwaysFormulas for Moving Loads jj^ ... 28Tables and Diagrams for Calculating Bending Moments and Shearing

Stresses . . . 29

C\j

O

Safe Stress .s for Beams Unsupported LaterallyStresses in the Members of Roof TrussesSplices for I-Beams and ChannelsTables and Diagrams for Designing Pressure Tanks,

sure Tanks

The Industrial Press, 49-55 Lafayette Street. New YorkPublishers of MACHINERY

COPYRIGHT, 1910, THE INDUSTRIAL PRESS, NEW YORK

..31

..32..36..43. . . 45


2/56


3/56


4/56


5/56

MACHINERY'S DATA SHEET SERIESCOMPILED FROM MACHINERY'S MONTHLY DATASHEETS AND ARRANGED WITH

EXPLANATORY NOTES

No. 18I

Beam Formulas andStructural Design

CONTENTSFormulas for Round and Rectangular Solid Beams 4Formulas for Calculating the Strength of Beams 5Table of Section Modulus and Weight per Foot of Beams 6Beam Charts 8Areas of Small Rectangles 11Net Areas of Structural Angles 14Loads for Eccentrically Loaded Rivet Groups 18Angles of Hopper Side Intersections .' 22Sections for Crane and Telpher Runways 26Formulas for Moving Loads 28Tables and Diagrams for Calculating Bending Moments and ShearingStresses 29Safe Stresses for Beams Unsupported Laterally 31Stresses in the Members of Roof Trusses 32Splices for I-Beams and Channels 36Tables and Diagrams for Designing Pressure Tanks;. . v .. , . ., ,43 ,Weights of Cylindrical Pressure Tanks .

Copyright, 1910, The Industrial Press, Publishers of MACHINERY,49-55 Lafayette Street, New York City


6/56

In the following pages are compiled a number of diagrams and con-cise tables relating to the strength of beams and structural design,carefully selected from MACHINEKY'S monthly Data Sheets, issued assupplements to the Engineering and Railway editions of MACHINERYsince September, 1898.

In order to enhance the value of the tables and diagrams, brief ex-planatory notes have been provided. In many cases in these notes,references are made to articles which have appeared in MACHINERY,and to matter published in MACHINERY'S Reference Series, giving addi-tional information on the subject. These references will be of consider-able value to readers who wish to make a more thorough study of thesubject. In a note at the foot of each table reference is made to thepage on which the explanatory note relating to the table appears.


7/56

BEAM FORMULAS AND STRUCTURALDESIGNFormulas and Tables for BeamCalculations

On page 4 is given a collection of for-mulas for beams of rectangular or roundcross-section, supported and loaded invarious manners. The table has beenarranged in the simplest possible man-ner, and any required formula can befound at a glance. [MACHINERY, Decem-ber, 1903, Flexure Simplified; March andMay, 1907, Fundamental Ideas on theStrength of Beams; MACHINERY'S Refer-ence Series No. 19, Use of Formulas inMechanics, Second Edition, Chapter V,The First Principles of the Strength ofBeams.]On page 5 are given constants usedin beam calculations for various cross-sections of beam. The formulas formaximum bending moment and maxi-mum deflection for beams loaded invarious ways are also given on thesame page. [MACHINERY, June, 1909,The Relation of Depth to Span of aGirder; January, 1910, To Calculate theDeflection of a Special Steel Section;February, 1910, Deflection of Beam Uni-formly Loaded for Part of its Length;June, 1910, Limitations of the CommonTheory of Flexure.]On pages 6 and 7 tables are givenof section moduli and weights per footof beams of round, square and rectan-gular section, as well as of I-beams,channels and angles. These tables willbe found particularly convenient forquickly determining the sizes of beamsfor supporting given loads. [MACHIN-ERY, December, 1904, Strength of Beamswith Ribbed Sections; June, 1905, Noteson the Strength of Beams, Plates andColumns; September, 1905, Beam Formu-las; May, 1906, Sections of Cast-ironBeams.]

On pages 8 and 9 are given two beamcharts by means of which the propersection to support a given load with agiven length of beam may be found.The directions for the use of thesecharts are given on page 7.

Areas for Small Rectangles NetAreas of Structural AnglesOn pages 11, 12 and 13 are given ta-

bles for the areas of rectangles, the sidesof which are given in fractions of aninch. These tables will be found es-pecially convenient when calculatingthe moment of inertia and section mo-dulus of built-up structural shapes.[MACHINERY, January, 1910, To Calcu-late the Deflection of a Special SteelSection.]On pages 14 to 17, inclusive, are giventables of the weight and areas of struc

tural angles, together with the net areaof the section with holes for rivets de-ducted. When using these tables, thelengths of the legs of the angles areadded together, and the sum of thelengths is first found in the left-handcolumn of the tables. Then the thickness of the angle is found opposite thissum in the second column; the thirdand fourth columns give the weight inpounds per foot, and the cross-sectionalarea in square inches. The remainingcolumns give the net area after havingdeducted for one or two rivets of sizesas specified at the head of the columns.At the foot of the table on page 17 asupplementary table is given of the areawhich is to be deducted for various sizesof rivets and angle thicknesses. Thistable may be used for determining thenet area of angles of dimensions notgiven in the table, or for rivet sizes notspecified.347509


8/56

MACHINERY'S DATA SHEETS No. 18

Mlia.. *

tl

S.

^%

I

4&$

s^"^*6l2w|A^_

1M

^fe


9/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGN

gk t

rft?^S

LUIOzH_lDO_1Occou.CO_lD2o:o

OJ 03.2

i8-el

Ss % IS

fc

+COJ

e. I


10/56

MACHINERY'S DATA SHEETS No. 18

COCO

CMCMrocoLOr-c3CD^-c3csc3CDC3C3rocoLocoT oLoroiocoiocoioioror-*"

T-^ "CM " i CM i-^ CM

CMT-rocMrrcMiocMcorrr^rrcnrrcoT-rrcocMcotor^cor^-r^r^.^^-T Loc3iocbioc3C3coroc3roTr-T^i^T^CMCMrOCMCMrO^IA^COCOC3rNlCOO3CMLOLnOLnrOC=)r^-LnC3C3CDCDCDC3C3C3C3C3C3CD C3 CDCMrOLOLOr COCMCDCDCDOOOOCMCOC3


11/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGN

fcd

CM 10 cs oo ^- CM eo CM 03 ro T cs co ro

00 05 CJ3 00 03 C3 CM r- IT5 CM f^. r^ IO CO COT T- i CM i CM r- CM i fO CM 10

*a- rt- rf ro 1^3 ro ro ro ro n- T* co co eo cori- rf rf LO LA Ln in co co co co co co oo oo

NOTCM CM CM CM CM ro n- rt- n- m m 10in CD in o in CD 10 in o in o ina CM CM CM CM CM in in in in in inCO CO CO 00 03 i CM CM r^. CO CO 03 03

in in in co co oo oo CMCMCMCMCMCMCMCM

T r- ^- T CM

r-r i ri-v COCOIOT rocon-CM-CMC3CnCMr>-^CMrOCOr-CMCOr^CMLOCO T-^

i ca o i ro co Too 03 C3 ^ CM ro in r^ os T^ ^^ co 03 CM in ooT ^-i T ^-^_r- CMCMCMCMrOIOIOmCOCOCOCOI^r>COOOO303C3C3T i CM be m

Contributed by J. S. Myers, MACHINERY'S Data Sheet No. 27. Explanatory note : Page 3


12/56


13/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGN'SdNnOd Nl IAIV39 NO dVCTI

09

oor

SQNnOd HONI Nl 1N3WOW ONIQN39


14/56

10 MACHINERY'S DATA SHEETS No. 18Designing- Eccentrically LoadedBolt and Rivet Groups

On pages 18 to 21, inclusive, four ta-bles are given which greatly facilitatethe solution of problems in the designof eccentrically loaded bolt and rivetgroups. The explanatory example onpage 18 gives full directions for the useof these tables. [MACHINEEY, August,1910, Eccentrically Loaded Bolt andRivet Groups.]

Angles of Hopper SideIntersectionsThe finding of the angle of intersec-

tion between the various inclined planesin a rectangular hopper is a rather per-plexing problem. In order to make thesolution of problems of this kind easier,the diagrams on pages 22, 24 and 25have been prepared. These diagramspermit the required angle of intersectionto be read off at a glance, when the in-clinations of the side planes of the hop-per are known. The descriptive mat-ter on page 22 and the directions for theuse of the diagrams on page 23, give thenecessary information for their appli-cation to practical problems.

Sections for Crane andTelpher Runways

In the design of crane, telpher andsimilar runways, suitable provisionshould be made for the lateral strength.The three types of section most com-monly used for the purposes mentionedabove consist of: 1. An I-beam for ver-tical strength with a channel rivetedto the compression flange for lateralstiffness. 2. The same construction,with the addition of a smaller channelto the tension flange to increase thevertical strength. 3. Two I-beams sideby side, with a cover plate on the topflanges only.An illustration of each of these threetypes is shown on pages 26 and 27,where also the section modulus, momentof inertia and other properties of thethree types of built-up sections are given.[MACHINEKY, May, 1908, Maximum

Stresses; April, 1910, The Design of aPlate Girder.]

Formulas for Beams Supporting-Moving LoadsThe most common case of moving

loads is that of two wheels equallyloaded, such as a crane trolley on thecrane bridge, or the bridge upon therunway. There is nothing difficult aboutfinding the maximum moment, providedthe location of the load upon the spanwhich produces the maximum momentis known. The general rule coveringthis case is:For moving loads, when all the loads

are upon the span at once, the maximummoment under any particular load willoccur when the center of the span ismidway between this load and the cen-ter of gravity of all the loads.

ar CALCULATEDBY METHODOF MOMENTS

Piff. 1

The load which produces the maxi-mum moment will in nearly all cases bethe heaviest one of the two loads ad-joining the center of gravity, hence therule may be stated:Place the center of gravity of all the

loads and the heaviest load adjacent tothe center of gravity equidistant fromthe supports, and find the moment un-der the heaviest load.Example. What is the maximum mo-ment produced by the system of wheel

loading shown in Fig. 1?Solution. First find the center of

gravity of all the loads by taking mo-ments about some point of reference.Dividing the algebraic sum of the mo-ments by the sum of the loads gives thedistance from the point of reference tothe center of gravity, thus:

(Continued on page 46.)


15/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGNAREAS OF SMALL RECTANGLES I

11


16/56

12 MACHINERY'S DATA SHEETSAREAS OF SMALL RECTANGLES II

No. 18


17/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGNAREAS OF SMALL RECTANGLES III

13


18/56

14 MACHINERY'S DATA SHEETSNET AREAS OF STRUCTURAL ANGLES I

No. 18


19/56


20/56

16 MACHINERY'S DATA SHEETSNET AREAS OF STRUCTURAL ANGLES III

No. 18


21/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGNNET AREAS OF STRUCTURAL ANGLES IV

17


22/56

18 - MACHINERY'S DATA SHEETS No. 18LOADS FOR ECCENTRICALLY LOADED RIVET GROUPS I


23/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGN 19LOADS FOR ECCENTRICALLY LOADED RIVET GROUPS II


24/56

20 MACHINERY'S DATA SHEETS No. 18LOADS FOR ECCENTRICALLY LOADED RIVET GROUPS III


25/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGN 21LOADS FOR ECCENTRICALLY LOADED RIVET GROUPS IV


26/56

22 MACHINERY'S DATA SHEETS No. 18

I


27/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGN 23ANGLES OF HOPPER SIDE INTERSECTIONS II

Secf/'on B-B. Secf/'on D-D.Aboye secfions faffen inp/ane

perpendicu/ar to tine of/nfersecf/on.

DJreefions for fhe use of fhe diao/rams.In fhe accompanying iJ/usffafion ofhopper, /ef fhe s/opes of fhe fotsr s/'cfes

be known, as indicafed by fhe sfope in /'nches per foof. For fhe infersecf/onang/e 'of fhe side shp/ng // inches Jn /2 /nches w/'fh fhe s/'c/e s/op/ng /2inches in 6%. inches, use diagram for one ang/e more fhan 4 degreesand one angle /ess fhan 45 degrees . (See 'upper d/'agrcrm, sheefs 112and IY.) d+ fhe Jeff of fhe cf/agrcrm are Ycr/ves rang/ng frominches fo /2 inches for ang/es /ess fhan 4S degrees. FO//OW fhehorizonfa/ /me af ///nches unf/7 if meefs fhe rerf/ca/ //ne pro/ecfecf^up from 6% /nches. The '/nfersecf/'on of fhese f-fvo //'r?es gives, onfhe curves across fhe d/crgrams, fhe nearesf rcr/i/e for fhe /nfersecf/'onangle, which in fhis case is 4\ /'nches in /2 /'nches. (5ee secf/'on 4-/Iof hopper on fhis sheef.) Jn a simi/err manner, use fhe d/crgrerm forfwo ang/es bofh more fhan 45" degrees (lower cf/crgrcrm sheefs III crndIY) for sec fion B-B, and for secf/'on D-D use d/'agrctm forcrng/es /ess fhan 4 degrees , sheef I.

Contributed by Chas. T. Lewis and Horace R. Thayer, MACHINERY'S Data Sheet No. 86.Explanatory note : Page 10.


28/56


*g>

!?


29/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGN 25


30/56

MACHINERY'S DATA SHEETSSECTIONS FOR CRANE AND TELPHER RUNWAYS I

No. 18


31/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGNSECTIONS FOR CRANE AND TELPHER RUNWAYS II

27

i


32/56

28 MACHINERY'S DATA SHEETSFORMULAS FOR MOVING LOADSNo. 18


33/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGN 29TABLES FOR SHEAR OR MOMENT. TWO WHEELS EQUALLY LOADED

Nofafion : W= fofal loadon whee/s. 2. W= load on one wheel. L - /engfn ofspar?.g= wheel base. D= d/'sfance from 5upporf fopo/'nf af rr/7/cf/ momenr orshear is required. /?= raf/o of B fo L - B/t_ . OC = raffo^ of O fo L = D/t_ . _ M =bending momenf. v5= Yerf/'caf shear on beam which /s a/so ffye reacf/'on offhe support nearesf fofhe po'rnf under consideration. Vm crna l/s arevar/abfes fo be faken from fables.


34/56

30 MACHINERY'S DATA SHEETS No. 18DIAGRAMS OF MOMENT AND SHEAR. TWO WHEELS EQUALLY LOADED


35/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGNSAFE STRESSES FOR BEAMS UNSUPPORTED LATERALLY

31

In order foprovide fhe same security irt boffi f/ano/es ofcrbeam fftecompression f/ano/e ^nou/d eifner be supporfed againsf /afercr/flexure af d/'sfances nof greafer fnan 2O f/'mes f/?e f/crnge widfn,or a lower sfress ^hou/d be used for fne compress/'on f/ange fnanis permissible for fhe fens/on f/ano/e.

The formula given in fhe Cambria 5fee/ Cos. hand-book coiresponding fo /6OOO /bs. per so/ inch safe fensi/e sfress is:

t+

Va/ues

ofc=Alowable

5fe5inCompression

F/ange,

if?

Thousands

ofPounds.

boCn-kC^^^CtjCQ^

^feoi^^^


36/56


STRESSES IN THE MEMBERS OF ROOF TRUSSES.The accompanying tables give the percentage of the total load on a roof truss which

each member of that truss bears. This load is made up of the weight due to thematerial of the roof covering, slate, corrugated iron, or other material; the weight dueto miscellaneous loads, such as shafting, suspended machinery, etc. ; and the load dueto wind pressure and snow. The sum of all these for a surface whose length is thetotal width of the roof from eaves to eaves, and whose width is the distance betweenthe center line of adjacent spans, is the total load on each span.

Having found the total load, select a suitable form of truss from among thoserepresented by the skeleton diagrams in the accompanying data sheets. In these dia-grams the tension members are represented by single lines, and the compression mem-bers by double lines. Under the column representing the desired pitch of roof will befound a coefficient for each member of the truss. This coefficient, multiplied by thetotal load, gives the tensile or compressive stress, as the case may be, for that memberKnowing the values of these stresses, suitable sections may be calculated from the datagiven in the handbooks of the various steel companies. The pitch of a roof is theheight of the span divided by its length.The cut below illustrates the construction of a common form of roof truss. "Erec-tion marks," U L, LI, L 2, etc , are shown at all the connection points. Every memberwhich goes to make up the connection at any given point is marked in the shop withthe erection mark for that connection, and the drawings for each of the parts aresimilarly marked. This facilitates both the checking of the calculations and the erec-tion of the structure.

Machinery, X. f.

Roof Truss with three Struts on a Side, showing Erection Marks.

Contributed by R. F. Kiefer, MACHINERY'S Data Sheet No. 53. Explanatory note: Page 47.


37/56


OOCOIIICOCO

hLLOOttU.OCOuGQsIII

uXhCOuCOCOuo:co

CM CM 00CM CM eni r- CO

LOCMto U)CM co coCM r-hO LOro CMco co

CMro CMro inCMCD r-^ ro r^-ro co ro coCM i CO CO

ro r*. enro co coco co CM LO CM COCM CM r-CM r>- roCM r*. ror** to sf

cn co r LO LOr un co CM r^.CM CM CM T- CO LO rO

< PQ

LO LOCOLOLOrOrfrJ-LOCOn-CMLOr^-esesr^.^rra-cMcococor*-i CDCSCOCMCMF-T csr^ro^- i r-cncncnCMLOLOLo LOLOLOi>.rorococMCMCM^a-r^cMr^.COCOCOLOCMCMT T cocoro

LO r^r>>LOLOCOCMLOr^.LOLo i i CM CM LO n- r^.COr^r^.LOCMCMr-r-r%.LOrO

ent>-iv.^- LocMLocniocor^-r^LOi T csir-cocor^.r-coco-c^-cMcvji rcon-ro


38/56


IccoocoIII

COCODft:HOOOCOttuCO2uuXHcoucoCOIII

CO

ror^. to r- CM r co T 10 co a- r*co ro co rt- i LO ro to T r^csi^i-cni r>

CO CM tO CM LO rf 10 CM LO 1A COI^-CMCOT i CMCMCMr-|-^ LO r^ ITS icn cn co co i i CMT-T ro 10 r^. co CM m T

r^r LT5coc3c=)T C3C3CM ro . uo co T r- LO

cncMLoroc3cr>c=>cnc=>cor^coLocococ=>r^.r>.COLOTC3CMC3i CMrOtOCOT COCM

be

r> i** co ^r 03 un 03 co CM GO fo ro CN

co co en en LO co r^. LO LO inCncncOCOCMCMCMr-T T COr^-COLTJ

inm LO CM r^cotninco T ro

en en co ro r cacocoincorocnLoCO CO 1^. CO CO LT) T CO IT) CM IT) CO CO f^-i>r^coincMCMCMT r-t coiner, ro


39/56


O3C+3OOCOuCOCODKHb.OOo:u.OCOauaEu5uX

COuCOCOIIIttco

00 LALA ro CMCM CT3 CO

rf rf LA LA LAoo co ro CM r*-

LA IA ro IA IA ror> r^. ro CM co r

co co ro ro IAr- r* T IA co r^.co co ro CM LA ro

pq

r^ CN CM CO LA* T T ro ro CMC3 en ro CM en co

ro CM LA CM LAco r^ CM CM r> LA

LO fs. i> coLA CM i i ^- IO!>- CO CM CM CO 5t-

CO IX. CO CO IO LAr- ro co cs co r*CO LA T CM LA rO

c LA co coro LA co ro co co roasr>-r>-hOi T COLO

ro co co corococoooco to co CM r^. r- rococMro

CM LA CM LA LA l> LAO-COLA*d-LALA^-r^r^-LALACMi J CO IO


40/56

36 MACHINERY'S DATA SHEETSSPLICES FOR I-BEAMS I

No. 18

Splice for 24 inch, 90pound I-beam.

iffllJ7\.r\ r\ n\ ,.f*\ /TX, ^ /^


41/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGNSPLICES FOR I-BEAMS -II

37

Splice f

1 ij

1 i i ! ! ! ! i ] ! I!! j J


42/56

38 MACHINERY'S DATA SHEETSSPLICES FOR I-BEAMS III

No. 18

Splice for /2 inch - 40pound I beam.

;Bending efficiency ofspf/ce:Netsection ofbeam, 80.1%

Efficiency ofsp/ice forft/vets, 89.7%Netsection ofbeamr 86.7%Nefsection ofsp/iceplates, 95.4%

Weight of Sptice P/afes85 pounds.

Splice for 10Inch-30pound I-beam.

A A A A ,k i l

r* Bending efficiency ofsp/ice:i 1 4 Rivets, B9.l/o

Nefsection ofbeam, 84.5%

*4%'xlo"PlateS% Rivefs, ft Holes-

^ Efficiency ofsp/ice for^ direct fens/on:Rivets, 79.2%Nefsection ofbeam, 89.8%Nefsection ofspl/ceplates 90.4%

Weighf 6f5p//ce P/afesSO pounds.

Contributed by A. L. Campbell, MACHINERY'S Data Sheet No. 123. Explanatory note: Page 47.


43/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGNSPLICES FOR I-BEAMS IV

39

Splice for 8 inch, 2O^pound I-beam.Bending efficiency ofsplice:

Rivefs, 8/%Nef sec fion ofbeam, 82. & %Efficiency ofsp/ice fordirecf fension :

Rivefs, 82.2%Nef secfion of beam, 88. 8%Nef secfion ofsplicep/afes, IOO%

of Splice P/afes35pounds.

Splice for 7inch, 17.5pound I-beam.Bending efficiency ofsp/ice:

Rivefs, 32.3%Nefsecfion of beam. 82.8%

i AA AA AANeutral'Axis

7"I,/7.S* Efficiency ofspfice for}*L '' }**\*.^^j-\'~l> ^sk'x^'p'ote--^ direcf fension:

' ^ S 'x3%x 19 'Plate .)< /?| J

I, -,'9L> Rivets, Holes

Rivefs, 78%Nefsecfion of beam, 88.4%Nef secfion ofspficepfafes, 89.7%

26pounds.

Splice for 6 inch, I4\ pound I-beam.Bending efficiency ofsp/ice:Rivefs, 83.3%

Nefsecfion ofbeam, 89%Efficiency ofsp/ice fordirecf fension:

Rivefs, 81.3%Nef secfion ofbeam, 87.8%Nef secfion ofsp/icep/afes,

L__ L _r ttoy We'/ghf of 5plice Pfafes23 pounds.

Contributed by A. L. Campbell, MACHINERY'S Data Sheet No. 123. Explanatory note : Page 47.


44/56

40 MACHINERY'S DATA SHEETSSPLICES FOR CHANNELS I

No. 18

Splice for /Sfach, 40pound' Channel.

k ,*-J(e 2 'gl j

Bending efficiency.ofsp/iceiRivefs, 87. 7%Nefsection ofchannel, 8/%

Efficiency ofspfice forcfirecf tension:Rivete, 87%Nefsection ofcfianne/, 89.8%Netsection ofsp/iceplates' 39%

Weighf^of Splice P/crfes77pounds.

Splice' for 12inch, 30pound Channel.

Bending efficiency ofsplice:* Rivets, . 94.8%

Netsection ofchannel, 83. 7%

----4L _ J _g_ [ . j Q. gJQ _ _ L -

Efficiency ofsplice for,< '//T V direct: fens/on:3'Q x // Plate \ Rivets 33.2%

Netsectie-notchannel, 91.6%Nefsection of spliceplates, 93.3%

3% x 23 P/atef

, Hois3

Weight of Splice Plates47'pounds.

Contributed by A. L. Campbell, MACHINERY'S Data Sheet No. 123. Explanatory note: Page 47.


45/56

No. 18 BEAM FORMULAS AND STRUCTURAL DESIGNSPLICES FOR CHANNELS II

41

Splice for 10inch, 2pot/nd Channel.

-I l I I I I I I I I I IIA A A A A A A Js A /U

]*' $-*-


46/56

42 MACHINERY'S DATA SHEETSSPLICES FOR CHANNELS III

No. 18

5piice for 8inch, 16. 2Spound Chctnr/sf.

IAAAAAAAAAA'Neutral~ o ! o j-v^^fv

SSJ^asbS^-/'! x /O Plate '''

%/ftre/s, 'f*Holes

|O_QO_Q.QJQ_Q_Q[ \

Bending efficienR/vets, SO %Metsection ofchonne/, 80. 2%

Efficiency ofsp/ice fordirect fension:Riyefs, 79.S%/Vef secfion ofchannel, 89%Netsecfion ofsp/icep/afes,

Weight of Splice P/afes25pounds.

5pl/'ce for 7inch, I4.7Spound Chcrnnef.

Rivets, 'f Holes.

Weight ofSplice P/afes21pounds.

Bending efficiency ofspfice :ft/rets, 83.2%Nefsection ofchannef, 79.3%

Efficiency of spfice fordirect fensioniR/vefs, 78. 7%Netsection ofch'anne/, 88.8%Net section of sp/icepfates, 30.3%

Splice for 6inch,JO.Spound Channef.

7. /|/J/J/J/|/J/J/J"3 '?

' ofHHM^ ,I I I I I I I i I I

r Zx l9js Rivets, jL Ho/es

Bending efficiency ofsp/ice:Rivets, 38%Netsecfion-ofchanne/, 78.2%

Efficiency ofsp/ice fordirect fens/on:Rivets, 8S.7%

beamformulasstru00newyrich

Documents