06693 (SFD) Truss Calcs6 8 L
Bupoq puOBQIO •Pw43 tuonoq 941 to dot 041 01 pal!eu '6uippnq 844
t0 40A lint Papwuwoaw s! 41Bu0l ssnil 041 Buole staluaa uo 1aa; OL
01 toil; 9 ue41 a1828 ou to Bu!aeiq Ieialel snonunuo0 'pi043 wouoq
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slloaq-0uotls 9xZ 10 sMoLl •Bu!aeiq Ieuo6elp 841 ;o uni leluozuo4 241
4*!Asl t0 '1e0; OZ pnoxg IOU Buiowq leuo6eip to seas uaaMlaq Blips s
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4 1! 'Pa!Aaads s! auou ;t •Bu!oeiq leialel snonunuoto 6uu!nbai
iagwaw qem 4aea to pappe aq 6upeiq leuo(leip 1941 Papuawwoaai s!
11 •Bulpeiq lusuewed 041 ;O tied awoaaq Am pue 'Buiawq luauewiad
to; uald leinlaal!43ie 041 uo pe!;aads IWOR2301 awes a4i to pa!leisu!
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00 ep!su! 'uo!laayp al!soddo 641 u! *uoejq punw6 leuo4rPPV 'aplonq
at idol so 1! to t ain61 j u! um04s se palioddns aq pino4s ;lass! aawq
puno8 a41 •pwo4oue Alainaas pue puna6 241 olul ueitup ajess a 01
p4aeiq aq of pio4a dot ssnil Isly 0411ol so po4law AiOlae;sneS auo
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so snit tug 941 pass Moo uo ivatxa leaiB e Ol spuadap walsAs 6uneiq
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'(q)E am6! j w um04s se sassnn
let; ;o Pug 041 to 6w3eiq of polaw!p so u0nuane ielna!lied -sassnit
tell Ile iol papuawwoaai s! waned 6u!3wq iel!w!s a to asn 0
41 -wane
iOOI1 to loci ley .ol p1043 dot bill to aueld o4i u! 6upwq penu!
01 iolaeiluOo uo!uaia io iapl!nq a41 to; wenodw! Allenbe s! 11
'ssaawd 6uploap a41 6uunp uaAg Alainaa
p184 ua41 ate sassnu 841 •palldde s! Bloppap POOmAld a41 se paitowai aq
01 aite4 Ion Him 1! leyl os pio43 dot alit 10 ap!siapun a4i uo paaeld aq
pinotis pio4a dot 841 io; 6uneiq Ieialel snonunuoa a41 'alq!ssod;I
*sassnil alge6 iol pi043
dot alit ;o aueld a41 w Bupwq Aietodwal soleiisn11! (e)E ain6!j
•sleuoBe!p uaamlaq slemalu! iasop pue 6uneiq leialel uaamaq
6upeds *sop aimbai Am speol AAe34 to sued: 6uo-I :31ON 'Pi043
dot 841 10 aueld a41 u! APIMels 10; pai!nbai sal6ueul alit wiol 'sal6ue
aat6ap Sul Alalew!xotdde to las pue 6ulowq Ieialel a41 uaamlaq pateaol
'sleuo6e10 'lea; trl Ol saal ZI of paseanu! aq Am sleialel uaamlaq
6upeds s!41 sassnil iagwaw alqnop ioj •saitea a41 pue sassnil jell
;o au!I iWum io sassntt ltadols JO 04 86p!i 041 uaamlaq sletialu! lag;
OI Ol lab; 9 Alatew!xoidde le pue au4 ialuaa to awl a6pu ail lot sa4Otto
9 u!41!m pallelsu! aq 6upwq leaiel snonunuoa le41 papuawwoaai
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841 sn41 'ssnil Isi!t 041 Ol pan ate sassnil a4jo pV 'Ala.naas 6uiplinq
aql ;o Pug ayl le ssnil Ivy a4l aaeiq w lueuodw! Isow s! 11
'Olw84 x!puaddV a41
d! paiumid ate suonepuawwoaoi aA!lelual !6u!ipus4 6u!mp o6ewep
luaitaid w Aiessaoau s! 'pai!nbai wa4m 'siu!od dn.4o!d eidnlnw pue
saq tapeaids to asn 041 6u!pnpw u a '6u!66dwd 'pa6ewep AlIeinnniu
Ion ate sassnil POOm a411e41 ainsse 01 suogneaaid aienbape ale1 isnw
totawluoa uO!lawa to iapttnq all uo!1aw3 ssnil 6uunp :OA&L 30V. S
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:Aq pa4s!ldwoaae eq Aew s!41 '(q) l ain6! j u! umo4s se a4166o1
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m paypads so 6upeiq Iwatel pue '6u41pnq iol p813943 ale vagwaw
senit lenpy4pul uBisaO ssnil pue u61a0 6u!ppn9 6win0 :3NO 30V.LS
•s86els awyl is papdde aq isnw Ato841 s!otl •u6lsap u! I! to; pawrase
uoplsod.041 uo agtuaw ssntt Anne picot of ssnil 041 to aueld 041 01
sQlBue 146!J Is tiOddm luapy;nS Aidde of it 6upwq to Aioa41 a41
'wnlanin enlua 841;0
BuIP001 Iwelel Pue1s41!m 01 suo!Muuoa pue 6upeiq luap!Hra
ABA Illm (teullsep ssnil a4l IOU) au6!sap 6u!pl!nq 941 '8
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146u to Buiaetq luop! 4ns A;!oath ll!m au6!sap Buipl!nq 841
'wu6!sap ssnn a41 Aq pay!oads 6upwq Iw21e1 041 01 uo!t!ppe ul 'L
'lu!od a to pa!ldde ate speq
PQtenu=uaa Pug'pio43 dot 841 to mold 041 01 lewtou pa!ldde
oust spool pu!m 'Alto!— too speol aA!l to peep pmodw!iadnS •9
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'sesswjs luawow;0 UOIl
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'AIIW!Um pelieau! 'sluauodwcq leinmils aueld we sessntl 'Z
•saniodwd ufi'mp u! wo;un pue
'uoilam ssost u, uuoyo n '148!wu Ape!1!u! ate saquaw ssnil -1
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1e41 papuawwoaw s! 11 'veld Buiwoy s,auB!sap Bu!ppnq a41 'cl pal!w!l
aq Apiessa*au lcu Inq-MOIIo; Am Bulawq uo!laaa to Aiwodwal
'uonellelsu! ial;e pue '6uunp 'eio;aq luawu6ye u! Pau!eiu!ew ate Aa41
1e41 pue uo!lawa Buunp palleiuep Allaj=nns IOU ate sassnul POom 041
1941 straw isnw aH •Buioetq Atetodwal tatlwd JO; pue Bu1IPue4 soul
POOm .adad io; alq!suodsai s! iOI:onuoa uo!taaa to tappnq 041
volawtuoo uciloaa
to mplmq 041 Aq Pap!Aad aq pino4s pue 'a6etl3ed ssnn poom '341
to tied se pa4s!wnt Apemn Ion ate slenalew 6u!3w9 'sBuimeip u6!sap
041 to tied se ueld 6unueit s,au8!sop 6uipl!nq,241 uo umo4s aq pino4s
sl!elap uonaauuoo pue Bu!aetq ssnil •a ni3nits WPM 041 to Al!l!geis
IIMAO 041 10; papaau se 'vagwaw qam unit e41 01 ielna!puadiad pue
spuoyo woiloq a4i Aq pawio; sued 041 u! 'spto4a dot bull Aq pawo;
auelda4l u! PapuawwOaat so Bupetq sscn jo leuo6e10 'soaio; bsa41
is!sai of papaeu se Bupetq leuolle!p io; suQ4aeuuoa to taoytow pue
'uo!18301 'ails au!walap 11e4S OH van&sap 6u!plmq 341 Aq Alalwedas
patap!suoo aq isnw sassnil poom alit o1 suonpauuoo t!a41 pue
sivawala a;sued pact t8410 JO -sllem Mots -sw6et4de!p'6upwq a!ws!x
'6upeiq le iod '6upvq pu!m se flans 'sluaww!nbat u6lsap lepadS
'lummow 51! luaitatd
Ol 6ul3
etq leuo6eip Aq pau!ensat to Pat043ue Alluapy;m s! 6upwq s!ott
le4l pue pallelsu! Aladoid s! 6waeiq iwalel pay!aads ail le4l u!etaxe
isnw tolaadsu! to au6lsap Buipl!nq 841 volaenuoa uonaata to aplmq
041 Aq sbulmeip u6!sap ssnil a4i uo pay!aads uone*ol 841 to pallenu!
Pue Paynads az!s 841 w pa!lddm aq of s! 6u!oetq Iwelel 'sOuemeip
uSisop ssnil alit uo pal;pads aq III* le4l 6upeiq Aluo gull so pue
u6lsap ssnil pooh 041 ;O tied a so 'staquaw ssnil lenp!A!pu! ;0 41BubI
6u44anq oonpat of uSisap Aq pannbai aq Am se '6uneiq leate'l
'Aluo sluauodwoo leinlanits se sassnil poom lenp!A!pu!
to u6lsap bill io; popuawwoaw we ..sassnil pooh paloauuo0 afield
leloyy 1461'1 to; suoneay!aadS u61sa0„ ann!fsul aleld ssnil 041
'
all to ssol a u! llnsw
pinco atom to 4o!4m pue'sle!ajew pue awn to not lenuelsgns a it isaq
is ga!4m 'ainlontls bull to esdepoo a u! llmai Am saauanbasuoo 8
41
'patou6l;t •pajouBi io pall!llni te4l!a,8Je suo!ldwnsse u6lsap lueo!pUee:
Alleai boll to. Aueut le41 uonan isum ;o B&IS lean!+* s141 to s!
11-walsAs toop.to;oa a to 6upwq pue utigna teuy a41 u! Willis 1e s!
9141 lie'paleo!tge; pue pauBlsop We sassnil poom Alin;woo taeamOH
s! 11 •Pa41e34s JO pwe.q we Aagt aio;aq 6u!lllonq Iwatel of alq!ldaxm
ale spto4o dot anil 'pi043 dot a41 to aueld a4i u! Buiowq so tolawluoa
uo!taa.a to npl!nq 941 Ot iuellodw! tsoyy •suold picto dol 'l
•aueid (Bu!ltoo) pio42
wonoq .E pue'sesson of telntpuadiad aueld IeaitiaA 10 4ueld iaq(uaw
qam 'Z'aueld (6u!4teatls) pi043 dol .I :Ai!l!gen wnsu! a wazsAt;oa
841 u! aauaia;ai ;o saueld Mull Oi pa!ldde aq isnw 6ui3wq ssnil
'awll
5uOW 841 le petitowei it uonaauuoo Aa4 a ;! aiddol o1 sassnit asnet
ueo , 6upeds 6ugsnlpe„ to toe S!41 *pa!ldde so 6u141eaots se 6utoeds
isnlpe of 6upwq 6u!Aowai to aa!tawd snopieze4 041 P!OAe of Papenw
so 6uiowq se pou!eiu!ew eq pinotis sossnil uaaMleq 6upeds 130tr3
•P0418w aw!I-e•le-auo a41 Ol aleu/alle eigeldaaae
us so w!lgwosse se aoeld olu! paipl ua41 aie 4314M sl!un pa:seiq
Alleinlanils olu! 'punoi6 841 uo 'sassnij ;o sdnoiB to Algwasse-aid
vaquim paoelq 041 41!m uollaasielu! Anita to sl!eu p9l Pape94
algnOP OW 41!m pol!eu aq pinots iagwnl Bu!owq Aisiodwal '(416ua1
wnw!ww tea;-9) 6u!aetq snonunu0a Ia6uol to u04ellelsul Bl6!powwl
lot uOpeiedeid u! Aluwodwat pasn ssalun 'popuawwoaai IOU so sassnn
luaoe!pe uaamlaq iagwnl to sbaa!d aaeds tiouis to asn 841 •Bu!IPue4
io; leanaejd se 6uol se aq pino4s pue iagwnl uo!sww!p trxZ unit
seal Ion aq pino4s Bupwq Aieiodwal'pallelsul aq ue* 6WW345 JO/Pug
'Bun13ap'6waeiq luauetutad 841 Ipun uoll!puoYa;es a u! pue tuawu6pe
ui 'gwnid sassnn 941 ploy of 6upeiq Aietodwai walai;ns Atdde
isnw iuloenuoo uonowa io tapl!nq 841 'aaeld u! In we sassnil sV
'asdelloo lelol e
Buimolle sn4l '1no llnd io lto Ilowq ueo sgex Dto841 ssnit tsi!; s41 aoetq
w Buipl!nq 041 to pua 041 01 sgex lieu 01 POPuawwoaai 1ou s! 11
'IeMwp411M
ui ton 'Allwalel papeol aq II!m sl!eu 041 'dn to eplonq of pual
pino4s sassnil 941 to le4l os auop aq pino4s 6uneiq ;o Sup!m OV
•a" sonnn bull dot o1 Buipual salliu!4s
loci io pOOmAld to saipunq se flans pool uolloninuoa io owo; pu!m Aue
of pappe aq ua41 pinom sassnil alit 10 t46!am 041 "a'! 'ualsAs Bupeq
alit to suo!laauuoa lie uo u!ens snopuawail a send 146ils iaA8MO4
'llots s!41 •lj!4s of sessnn 841 mope pue sAemap!s puaq ueo ssnil uy;
a41 ;o piot p dot ail '3s!mia410 '6u3oeiq lwalel snonu!luoa pio4a dot
to amw lie 41!M au!l u! AIMi!p paleool aq pinotis sbaetq punoiB a41
b
'6upwq leuo6eip a4l to uni lewozuo4 a4l aa!ml io '100; OZ Paeaxa IOU
6upeds luall!walw le4l papuawwoaw $1 1! vaitam04:uogdo s,au6isap
Buipl!nq a4l In ivall!wWu! to snonunuca aq Am 6waeiq S141
'6uneiq Iwelel 6uuinbai squaw awes a4l 10
ap!s al!soddo gip m P343ene bq pinotts 6upeiq leuo6ei0 'aaeiq leialel
84101 albue aaiBap Sp a Alalew!xoidde le palleisu! aq (tagwnl leu!wou
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pau!eluoa uo!tewolu! pue suonepuawwoaw 641 uO 8 OIRA io -uon
-m!ldde 'asn 641 wa; 6uisue sabewep to; Aj4!q!suodsat Aue sw!elx!p
Alssaidxa alnUnul eleld ssnil a41'sn41'tolaenum uo!lawa to 'tapl!nq
'au6lsap 6uipl!nq poy!lenb a to asn 941 toy apmB a se Aluo palumaid
eq 'patyoitw san!I!q!suOdsat ;o wnteu 841 of anp 'isnw inq 'Ailsnpu!
ssn l poom aql w lauumied 1e3!u4381 6ulPeat to eouauadxa ait!mllc3
aqs wotl ateu!6uo sassnn poom 6upeiq toy suo!Ieptawwopai 0841
'walsAs loot ioinanted a
to; 6upeiq to; ufilsap s,aau!Bua io s,laaliWie up to nap u! peta;wd aq
Aluessaaau pinom 1g41 piepuets a io of 10!iadns se palwdtetw aq suon
-epuawwoaai ase4i pino4s iaott!aN •wassAs;ow It Buiawq id; Il04totu
Aluo 841 patap!suO3 aq A041 le4l PDPuaw! Ion so 1! 'punos Apea!u43a4
we u!aia4 pau!eiuoa 6uneiq to; :uopepuawwoaet a41 DINM
•SuogePuawwOaat aAtleIUOI BW41 uodn 86lelua pue a4tin; Apnis
of pauueld s! 11 '6uO!lellrsuo3 e41 ;o Ilnsat PQU!P auO s! swnpaootd
uo!laaia pue 6wlpue4 al!s.uo to; suonepueww039J aitneluel 041
to uo!snput 'smo; tadte4s a olu! swalgwd uo!taaa pue Suppuey play
leap3etd'6ui6uitq uo pallnsai sell Ipunoo siaini3e;nue4y itiouodwo0
Idl 041 411m uonellnsuOO 'Ito;D SM of palonap uaaq BAe4 (vaau!Bua
Bunlnsuau ivapuadapu! pue 'Al!unwwoo a!wapeae 341 110 saA!leluas
-aidai 'saiuedwoa 6uimz3einuew ateld iagwaw to siaau!Bua lwntonns
ta!43 a41 ;o d!4siagwaw a Bwslidtuoi) wiquiWO'J Atos!ApV leo!utpal
Idl 841 Aq ma!wt aitnwaq!lap pue Apnn palenuaouoa lepuetsgnS
•suo!lepuaw
-Woaw M41 to uo!lwedatd 641 uatletiapun set 'd!4sagwaw p3uno0
samlae;nueyy tuat odwoo ss! 41!m uonellmuoa u! "but 'alnlnsul aleld
Stonil 041 'Alain a!lqnd ;o Isamu! 041 w pue '6uiawq atenbape Iletsu!
01 Watim pue 'ua4m 'moo ;0 e6Palmoull ;o 43111 tuwedde 041 'welsh
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�ro
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of IN web memMr.,
p�nn1�'tenl
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om wueirp
Ip crop..
Figure 4(a)
Figure 4(b)
between laterals placed at approximately 45 degrees is recommended
for stability of the bottom chord. Diagonal bracing in the plane of the
bottom chord is generally not required throughout the length of the
building, but it is recommended that it be located at least at each end
of the building. In most cases, temporary bracing in the plane of the
bottom chord is installed at the locations specified on the architectural
plan for permanent bracing, and is, therefore, left in place as permanent
bracing. Figure 5 illustrates bracing in the plane of the bottom chord.
Full bundles of plywood should not be placed on trusses. This
construction load should be limited to 8 sheets of plywood on any pair
of trusses and should be located adjacent to the supports. No excess
concentration of any construction materials (such as gravel or shingles)
10
owow. roam btlee bar. Reoeel e1 bole
m W et—.nnelJr 201w1,n1ervL..
oi.pow brwiro
nr,ltl w cob.
.ie. 01 cop clwre
peveml Ie.erJ
cope. e n1 0l cop
REpe lien
Too chore hap
wn�m commv
Figure 6(b)
If purlins are usect, spaced not to exceed the buckling length of the
top chord, and adequately attached to the top chord, it is recom•
mended that diagonal bracing be applied to the underside of the top
chord to prevent lateral shifting of the purlins.
Figure fi(e) illustrates the necessity for applying diagonal bracing in
the plane of the top chord despite the use of closely spaced purlins.
It is recommended that this diagonal bracing, as shown in Figure
Bib), be installed on both sides of the ridge line in all end bays. If the
building exceeds 60 feet in length, this bracing should be repeated at
intervals no greater than 20 feet.
2. Web Member Plane. The purpose of this bracing is to hold the
trusses in a vertical position and to maintain the design spacing. In
addition, this lateral bracing may be required to shorten the buckling
13
Figure A11) rgim
A suggested procedure for lifting trusses is illustrated in Figure All I
if the truss span does not exceed 30 feet.
16
htmJ bwiro
10 l.lw1
• rem pew
ne of ".—
Figure 5
should be placed on the trusses in any one area; they should be spread
out evenly over a large area so as to avoid overloading any one truss. All
mechanical equipment should be located only on the trusses specifically
designed to support it. It should not be dropped or even set temporarily
in any other area unless the trusses are adequately shored. All floor
trusses should be adequately shored if pallets of masonry materials are
to be stored temporarily until the next higher walls are finished.
STAGE THREE: Permanent Bracing is designed and specified by the
architect or engineer for the structural safety of the building. It is the
responsibility of the building designer to indicate size, location, and
attachments for all permanent bracing as required by design analysis. In
general, it is desirable to design and locate all bracing so that it may
work together with other structural parts of the building (such as shear
trolls, portal frames, bearing walls, columns, beams, etc.) to achieve
total structural integrity.
11
length of a web member. As described earlier in the discussion of
building design and truss design (STAGE ONE), diagonal bracing or end
anchorage is essential to stabilize the lateral bracing.
Diagonal bracing in the plane of the web members is also used to
distribute unequal loading to adjacent trusses and to spread lateral
forces to diaphragms or shear walls. Spacing of rows of diagonal bracing
in the plane of the webs is a matter of judgment to be made by the
building designer, and will depend upon the truss span, truss configura-
tion, type of building, and the loading.
Generally, for roof trusses, the spacing ranges from 12 feet to 16
feet depending upon how it relates to the bracing in the plane of the
top chord. For floor trusses the cross bracing should be approximately
8 feet on centers. Lateral 2x6 strong -backs may also be used for some
floor systems.
Figure / and Figure 4 illustrate bracing in the plane of the webs.
3. Bottom Chord Plane. This bracing is required to maintain the
truss design spacing and to provide lateral support to the bottom chord
to resist buckling forces in the event of reversal of stress due to wind
uplift or unequal roof or floor loadings.
For multiple bearing trusses or cantilever conditions, portions of
the bottom chord become compression members and should be braced
laterally to resist buckling in the same manner as the top chord of
simple span trusses.
Bracing in the plane of the bottom chord is also designed to transfer
lateral forces due to wind or seismic loads into side walls, shear walls or
other resisting structural elements. Diagonals between continuous
lateral bracing serve to stabilize the bottom chord. It is recommended
that one complete bey of diagonal bracing be installed at each end of
any building, and additional such bays be located at specified intervals
not to exceed 20 feet. Figure 5 illustrates the use of bracing in the
plane of the bottom chord.
These recommendations for bracing wood trusses have been derived
from the collective experience of leading technical personnel in the
wood truss industry but must, due to the nature of responsibilities
involved, be presented only as a guide for the use of a qualified building
designer, builder, or erection contractor.
14
gmm
fl
� .ter
�
pttt�
ImI�I�I�I�I.
(�I�I�I�I�I■
Z
Figure 61a)
Permanent bracing must provide sufficient support at right angles to
the plane of the truss to hold every truss member in the position
assumed for it in design. In addition, permanent bracing must be
designed to resist lateral forces.imposed on the completed building by
wind or seismic forces.
Permanent bracing may be subdivided into three logical compo
nents:
1. Top Chord Plans. This bracing is designed to resist lateral
movement of the top chord. If plywood floor or roof sheathing is
properly applied with staggered joints and adequate nailing, a continu-
ous diaphragm action is developed and additional bracing in the plane is
generally not required.
Some metal roofing materials may be depended upon to act as a
diaphragm when properly lapped and nailed. Selection and use of these
materials is at the discretion of the building designer.
12
APPENDIX
It is intended that this appendix contain only tentative recon
mendations that may be used as a guide for on -site handling ant:
erection until a more complete statement can be prepared. There may
be some instances in which additional precautions will be necessary.
UNLOADING. If possible, trusses shall be unloaded on relatively
smooth ground. They shall not be unloaded on rough terrain that
would cause undue lateral strain that might result in distortion of truss
joints. Dumping of trusses is an acceptable practice provided that the
trusses are not damaged or excessively stressed in the act of dumping.
The builder shall provide protection from damage that may be
caused by on -site construction activity.
STORAGE. Care shall be taken so as not to allow excessive bending o1
trusses or to allow tipping or toppling while the trusses are banded oi
when the banding is removed.
If trusses fabricated with fire retardant treated wood must be store.
prior to erection, they should be stored in a vertical position to preven
water containing chemicals leached from the wood from standing o
the plates. A further precaution may be taken by providing a cover ft
the trusses that will prevent moisture from coming in direct conta.
with the trusses and which can be ventilated to prevent condensatio
ERECTING TRUSSES. The truss erector or builder shall take 0
necessary precautions to insure that handling and erection procedur•
do not reduce the load carrying capacity of the truss.
Trusses shall be installed plumb, at specified spacing and in -plat
(i.e., trusses will be properly aligned).
15
Tipi- For lifting trusses with spans in excess of 60 feet, it is recom-
mended that a strong -back be used as illustrated in Figure AI3). The
Figure AM • strong•back should be attached to the top chord and web members at
intervals of approximately 10 feet. Further, the strong -backs should- be
For truss spans between 30 feet and 60 feet a suggested lifting at or above the mid -height of the truss so as to prevent overturning. The
procedure is shown in Figure A(2). It should be noted that the lines strong -back can be of any material with sufficient strength to safely'
from the ends of the spreader bar "toe -in." If these lines should carry the weight of the truss and sufficient rigidity to adequately resist
"to&out," they will tend to cause buckling of the truss. bending of the truss.
17 18
5X6 45, to"
4X6 139.' 8"
RBOUT
7X6 45'1B"
5X5 34' 8"
5X4 38' B"
8X12 45'18
6X8. 37' 3"
7X8 45'18"
7X6 43' 6"
4X5 .45:18"
3X5 136`18"
3X4 38' _. 1"
T
,•4.00
. 2.00
11B
WEBS 2X4 03 HF, FL, OR 90:P--UNLESS
OTHERWISE SHOWN. ALSO SEE CLB CHART
ATTACH X CLB CONT.LATERAL BRACE
mn rhpu - Urn WTMU ! 7 1 On MI& TT Q'
+t m ISLUE;K NUOU1it1W WREN PLATE' .
PROJECTS MORE THAN ONE INCH.
SEE DRWG# A138 POR PLATE LOCATION
AND ORIENTATION ON TYPICAL
JOINTS.
[1B] PROVIDE FOR HORI20NTAL
MOVEMENT AT ONE SUPPORT
LOCATE TOP CHORD INTER -PANEL SPLICE
WITHIN 6".OF PANEL.1/4-POINT.
AM,
] 4 EO.. TC PANELS
4 EQ. BC PANELS
1.5X4
143
45 18
34' B"
3X12
45'18"
MEASURED FROM
INSIDE SCARFS
3X18
391
8"
3X9
35'
8"
3X8
31'
9"
3X7
27'
9"
MIN BRG
SPAN
18-5XI81 45' 18
8X18 135' 0
6X6 27' 6
3.58"
45'18"
"+ = BOTTOM CHORD
CHECKED FOR
18' PSF
WIPWE
LWy�
sW: R•'':1
�>
s
aw ♦o. aW
NOV 2.2 1982
Q .a�ttoa' fN
Ie ITIUJ:u RAY emu.
RLPINE.ENGINEERED PRODUCTSIINC.
P.O..BOX 2225
P011HINO BERCH,FLORIOR 33061
:A 30.5=701-3333
DESIGN CRITERIA UBC
TC LIVE LOAD 16.8 PSF
TC DEAD. LOAD a 14.8 PSF
t BC DEAD LOAD 5.B PSF
TOTAL 35.8 PSF .
DUR.. FACTOR 1.25
SPACING 24.8" OC
F T R OVERALL SPANS
LARCH 2 X 6 TC 2X4 SC
24,8,8E-2.BE 45' 19" 45' 18"
2258E-1.9E 44' 9" 44' 8"
218BF-1.8E 43' 8 41' 8" n
1958E-1.7E 42' 6 38'.11" G.
R
1888F-1.6E 41' 2 36B"
1658E-.1.5E 39' 7' 33' 3"
1458E-1.3E 37' 1 29' 1"
#1 MC-15 38' 11 36' 3" .Y
#1. 37' 9" 34' 3" 1
#2 MC-15 36' 8" 31' 5" G
#2 35' 8'. 29' 18"
LOADING SPACING
35.0/ . .5 24.0 a
LIVE LOAD ....�"•••"VL±/2X4
PLATE TYPE --REPINE _ �
®v�c�vi.amuram�"ecmo�¢ta
in,�I�)
(
lll���Dar� Ho
PITCH
4.(Of2X0i/12
UNLESS THESE SPECIFICATIONS FOR'LUMOER FIND
g*�IMPORTRNTi*� fILPINE CU14ECIORS FIRE FOLLOWED AND 111E
n
TRUSSES REQUIRE EXTREME CRRE.IN HIM ING,
WARNING ERECTION AND URRCINL-. SEE -WIT-TS'-
_
�
. '' pf E3544Tp �..
TRUSSES Allll.T IN GANFDRnRNCE PITH-OURLITY CONTROL nRNUW-- DY ifPl,
IFIEPE SIOWL HE NO IIItl2RRHIIES OF f111S OESICN,
IBHHCING MUM TRUSSES: COMENTHRY AND RECD111ENURTIUNS-
SEE THIS DESIGN FOR 11001TIDNRL SWIRL BRACING
�pQ Pp
EXPRESS OR IIU'LIEO.
PILPINL CUNNECI+)RS IYIE MllfA RCTUREU FROM 20 GAUGE GALVANIZED STEEL
.TP11..
REUUIREHENTS. UNLESS 011E1W1SE REO'D, TOP CHDiIO SfiRll
v
� ao► '
'!
�]}�'Q
`+
SPANS TO 45' l O p
1P4,fSS OTHERWISE SI10WN, MEETING REDUIREMENTS OF RSTM R44G.GWIOE A.
BE LATERALLY BRACED HIM PROPERLY AITRCHEO PLYW�
` no 13673,
�iPI.Y CONNECTORS. 70.801H FACES AT EACH JOINT AND LOCATE AS SHINN.
SHERTHING. BOTTOM CIWO PITH RIGID CEILING OR URACING
DEMINf. W1D116 RI4E V NU111191L L44LESS OTHERWISE SHUVN. DESIGN
AT MRXIMfl OF 10 fEET 0. C. 00 NOT.IISC THIS DESIGN
1?
COPYRIGHT 1981
4B2B644
SiWAIRROS CONFON1 WI TN HPPLTCHOLE.PROVISIONS OF *NDS-77 FIND elPl- 781
WIIH FIHE RE111CORNT TREATED LUIOIER.
FURNISH A COPY OF THIS DESIGN TO ERECTION CONTRACTOR A-M6-SCIS- 35/1.25-16+14+ 5- 24
JOBS-16418 SPA JR A&M.LOT-14&15 THIS DfIG. PREPARED FROM COMOTER INPUT (LOADS A 0I38£NSIONS) SUB14ITTED BY TRUSS NFR.
TOP CHORD 2XG Flit -LARCH -02 TC X-LOC L-Rr 6.29 9.SS 17.90 2S.2I n
COT CHORD 2X4 .FIR -LARCH 02 :0
WEBS 2X4 RE11-FIR STAND., EXCEPT AS SIiOVN BC X-LOC L-Rr Z.Z9 9.GS 17.00 ZS.21 C=
to
:*WI-2X5 FIR -LARCH, 02 ssb2-2X4 FIR -LARCH STUD SINGLE CUT WES a.-SCs3 ;2 EI=t!.S �
tn. .
-ONNECTOR PLATES MUST BE INSTALLED TO ACCORDAXCE WITH (Ul BOTTOM CHORD CHECKED FOR 10 PSF.LIVE LOAD. OD.a2EQUIRENENTS OF I.C.8.0. RESEARCH REPORT a2949.
03
(A)1X4 43 HEN -FIR OR BETTER CONTINUOUS LATERAL BRACING TO. m,
ALL .PLATES ARE TO BE CENTERED ON THE JOINT, LEFT -TO RIGHT AND BE EQUALLY SPACED. ATTACH VITH :23 6d NAILS. BRACING R3,
TOP TO BOTTOM. 'EXCEPT WHEN LOCATED BY CIRCLE OR DIMENSION.MATERIAL TO BE. SUPPLIED AND ATTACNEO AT BOTH ENOS TO A O'
SEE DRAWING 129 FOR •PLATE LOCATIONS ON TYPICAL JOINT'S.- SUITABLE SUPPORT BY ERECTION CONTRACTOR. �
iD
5X4 - ..
4.Oif
3X5. �3X9
12 -
r
3X6 - 2-00d .
1SX3
iz 2-00 2%
w
z ..
4- St �d Eo '17-0-0 : 8-6-0
m 25-6 D DYER 2
r'N .r R'-8720 Y- 3_SD'
r"1..�4TE 7�E--MP1W_ -=2 28 FiIMM B CWT:3-.7idt'M9 tf'ai9: ECiIQR, i lit
oD =,�trnE eso�o . faOOIC1S; oc:..:. _,ate f9Qa8E �•
ao 0 0 0 '�. o v OIKT�D. cor aEfa�eraiatE�a: f>er tif�iNlA� m fs�a�. .afire (5[E�0 GRIT ., _
z
0 0 ,... '� o . a�tBIICS7 cm aoE ,sfmv&Rmw °cv wr twwcm-.' s_w� lm-w. ads � aa� f
v . It Et ' IS.O WE 1 l � TrtB Oft* (E7.L.QA lt�t lAa�; p IstpA Ili' IOWS � ml6IlIR1 lOD ry.� � , . .
r" a o v . o . vltll nff . Rr'o®ns: ovum- or nl.. xErac als moral _ -TC DL : 1;i . fl.P9F tIR�. 8a909 C'
o:: o � : fwt��tm Iffm -ao GRM : 6aLt umm Sty (MAW a a� twEsr �:� 5. fl PSF CR o- oIiSM�c Sa�el. MUM GMMS eS-OF tP M MW COW a: 11lNI. °.toP QteC.9e11LtE'f�t/.T a� C@tOf96 a ..;
01 :� a arelr ;ao MM MCI Ar OW �olal wo loaenE fS Y[III �eici : ax>sio� mmm stelae, 60 a E tilT. iD_35.0 PSF ALB: EB�1, : -s r'
0Tom C= , cmac � fm f' lnnUR mum 8t1�p1>g 9�: W"M COW a nd '6t GERM aR >� d •
OFSM s mFYa+ Ctm oftlaQE filarnsera fS ssfrlm ® aQca>� ®aPer tBE aos 'Il ��l
o. a aaaaa, .irz Arn. OEM=.am7;: c FMISMr..ltsaElu ufa�e::. taa�Ra°MIRSFE. 1.25 PITCH ' > 4.0/12
.--Isc- Ils�:wwfe•a�rinaE eos-.Ulltb �m¢«f�a.te� rvot:, i° .; Ty CI1ii�_ -
JOB: i6486 SPA JR A&R LOT-14415 THIS tiVG- PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS NFR.
TOP CHORD 2X6 FIR-LARCff s2
BOi CHORD ZX4 FIR -LARCH *2
'WEBS 2X4 HE" -FIR STAHD.. EXCEPT AS SHOWN
.WI-2X6 FIR -LARCH 02
N:ORRECTOR PLATES MUST BE INSTALLED IN ACCORDANCE WITH
aR£AUIRE"ENTS OF I.C.B_O. RESEARCH REPORT *2949_
ALL PLATES ARE TO BE CENTERED ON THE JOINT. LEFT TO -RIGHT AND
TOP TO BOTTOM. EXCEPT WREN LOCATED BY CIRCLE 02 DIMENSION.
SEE DRAWING 13E FOR `PLATE LOCATIONS 00 TVPICAL JOIIRTS.•
TC X-LOC L-R: B_29 --9_65 17.99 28_21 t7
QD
Sc X-LOC L-R= 8.29 9.6S 17.09 2R.21 c
SINGLE CUT WE& S-BC:3 ;2 ENDSs1.5 v
tQ
to
99) BOTTOM.CUMD CHECKED FOR 10 PSF LIVE LOAD. m
9A)1X4 *3 MEN -FIR OR BETTER CONTINUOUS LATERAL BRACING TO lu
BE EQUALLY SPACED, ATTACH WITH 42) 9d NAILS_ BRACING N
MATERIAL TO BE SUPPLIED AaD ATTACUEO AT BOTH ENDS TO A t7
SUITABLE SUPPORT BY ERECTDON CONTRACTOR. O
tD
5Xq 3X4
L2
3k r
;.
2-9 l
.. .
JAio 2Xi
-
'•
4
Jl=Z.OD i
12
^W^
17
cNn (stubbed to 1i-€D fB 3-6-0
..
0 lNE#! 2 StPF'fR
�Ei 4--2 2�s ' Fi I ..R COE9Y iW CIS MM �mm,r[14.2.3
,
�Fa l-"cr'.o =o o -v ygyg Bova :-•., �r> ~p{{#,I`!m-',rCC��o�i•a-�':i�.•�S�:1 . . '- QQaa--> �a Or - <o o 'p+o� eassIt•�t-tS•�-�7-aat6.:�t:r(6'S- F& PIAE 66fItr
a v SRE FPS -
t • . 11a ?.�'.,*'m� �6••,•`a -•."°r.s�"'�itw�3.-..s .'• 'fS341�1LLF�p�Ci'Cs (ORT�HEF
-mm smWR'CFmnw 7OPW
5-
5
oa FM FatgW o'Mus VW t3, a FeatRFOEr�D lC
'MUNWRRED FCpM -GRM MUMM 9103 -EL immui®BRSFPSF.aft
; (e.Cii94$.';/iCt_"�lDlt
O aaFM-@FFOREWD FO : 9MR.:W t—Cl MC!E MEW"OEM
w mm iS w a= in" WvmIIQ4 F�EE
: _-. ' ` °' •
e-.. $$-.-0 2Q�MM MUM W - FFML'UffaM. TRW v 3C aesrce 0'Lff_
w Ss CMnM antfMICF E "Wm es CR OESML Fm FNa o O emu feei °ens �rn FF FaFss FFFFtt�imoum� TO/12PIiilBCO ;rtrtlocil :5EOBQ[= FF.GO CQMtSIffi .
fsr
i;..'
mn�m,�c®.raa®
WEBS 2X4 i�3 HF, FL, OR.SO.P--UNLESS
A
o 0 0 0/ 0 0 0
5X6
36' 7"
OTHERWISE SHOWN.
®0
o 0 0 0 0 0
o: o .—STANDARD— 0 0 .
SEE DRWGY.A138 FOR PLATE LOCATION
o 0 0
AND ORIENTATION ON TYPICAL
o o o 0
JOINTS., _
o .oA��
LOCATE TOP CHORD INTER -PANEL SPLICE
cm cm
.
{
WITHIN 6" OF PANEL 1/4-POINT.
o 0 0 0
o 0 0
sort
RBOUT.
o TRUSS. a o
ALPINE ENGINEERE0'PR00UCTSNINC.
,
7X6 36' 7
P.O. BOX 2225
..
POflPRNO BEACH FLORIOR 33061
!
6X6., . 36'
7"
Fle.. 305=7W-3333
,.
5X.5 34' We
5X{' 38' g".
D)
DESIGN. CRITERIA UBC .
TC LIVE LOAD 16.0 PBF_
1.5X4 36' 7"
TC DEAD LOAD 14.8`PSF
1.5X3 3{' 8"
•+ BC .DEAD LOAD
TOTAL me 35.8 PAY
DUR. FACTOR 1.25
—
SPACING . 2{'.$". GC
Zi
..
FIR.
OVERALL SPANS
. OO
LARCH
2X6 TC
axe BC
•2488F=2.813
36' 7"
:367"
2258F-1.9E
36' 7"
36° 7"
`..
4 EA TC PANELS
214OF-1 8E
36' 7"
..36' 7"
11
3X4
2.5X4
36' 7"
30.' 8"
SXTi
5X5
RT
5X4
3 EQ. ' BC PANELS . 195,0E-VAE 36' 7" 36'. 7" _$'
MEASURED FROM' R
INSIDE'SCARFS 1888F-1.6E 36' 7" 35' 0":
3X5 36"'7". 1659F-1:5E 36, 7" 33, 1".
3X4 38' 8" .14 58fri.3E 36' 7" .30' :2••
SS 3
MIN BRG
SPAN
3.50"
36' 7"
#1 MC-15
#1
36'.
36'
7"
7"
35'
34'
8"
8"
V
1:
;
#2 MC-15
36'
7" .
,31'
9"'
&
• i2 ,36 7 ,38. 6
36' 7.,
LOADING.
SPACING
; .
.34' $" ++ - BOTTOM CHORD
38! $" CHECKED FOR
gg.
350t/i.25
®3G'
7" MAXLIVESLOAD
.
TYPE--RLPINE
2X6/2X4
PITCH.
PI•
4.0/12
PORTRNT*� UNLESS THESE SPECTFICATIONS FOR LUMBER RN0
RLPINE CONNECTORS FIRE FOLLOWED ' RND THE.
jBEfiliING
TRUSSES REOUTRE EXTREME CRRE IN HFINOLING,'
WARNING ERECTION RNO TiRRCING... SEE-110-76'
q
S BUILT 1N CONFORMRNCE WITH 'DURLIIY CONTROL.MRNUFL-.BY +TPI,
:[ORRCItZ VOW TRUSSES: COt1MEWARY RLD RECOMMENDRTIONS-
hp��uo431�_TS
36' 7
SIYTLL SE.NO WRRRRNTIES OF THIS DESIGN, EXPRESS DR IMPLIED.
MHNUFACIUREOFROM 20 GAUGE�cCRLVANIZEU STEEL
isTPI).'SEE THIS DESIGN FOR .HOOIiTONWL SPECIAL BRACINGQCONNECTORS.RRE
REQUIREMENTS. UNLESS OIHERWISE REWD, TOP CHORD SfRLLSPANST®
OTHERWISE SHOWN, MEETING REOUIREttENTS'OF RSIM Rg46 GRilDE R''
AM . LRTERRLLY BRACED 01111 PROPERLY. RTTRCHED'PLYYOGO
vom .CONNf_C10RS
10 BOTH'FRCES R1 ERLH JOINT RnD LOCRTE'R6 SHOWN.`
G WIDT16 ARE ::4' NDMINRL UNLESS 01HERWLSE SHOWN.. -.DESIGN
SHERTHING, BOT70h CHDRD WITH RIGID CEILING 0R BRALINtG
.AT',MRXliU; OF^:;10 -FEET 0. C. 00 NOT USE THIS DESIGN
/'� .T
COPYRIGHT 1981
4000643RDS
CONFIORM WITH RPPLICROLE PROVISIONS OF .NDS-77 RN0 •7PI-7B
I WITH FIRE'RnfilRd NT TRERTEO LUMUER..
N �p
•--TPI — TRUSS PLR1E INSTITUTE, NOS — NRTIONItL DESIGN SPECIFICATION FOR Y000 CONSTRUCTION�
1/13/81. A450,133
OF UD•
\' FURNISH A COPY OF -THIS DESIGN TO ERECTION CONTRACTOR. A—M6—COM14— 35/1.25-16+14+. 5— 24
a,. i. i -+
CONVEN'1ION1' IJ VAIA,BY. F111., .FOH, r .l'l 1'k;:7 FABRICA`1'OH ;.
fi54.j5 MIDDLETON AVE.
'1'f1(;RMAL,; C�1L'xk'. .'922'�R (71.4) 682
ROY G . PALMER
Consulting Engineer, 58:5 Iowa Avenue,`R,averside,.Ca.1.i.E,. 92507
=.9025
'/' - Da to 79