HomeMy WebLinkAboutTrussX0'—A"
39'-8"
TIUS S A TRUSS PLANT FLAK ITS WENDED TO All d T1E 01STAL1ATI01 OF TRUSSES ENGOEIIED TRUSS DRAVOrS AND ARaOTEC7IAALS S1PEIt®E 7HIS DR1XE71f
ETTE ES UN PLAN DE tz. m..-..u- TRUSS ESTA DISOFMI M PARA ATImAR EN LA INSTALIIQON ME TRUSSES, IDBl= Y AP3UnECTU7AS DE DifAMltlA DE B13mEiaA SIPERAt1 ESTE DOCUMERM
ILL
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v T
REFER TO
PNX FOR
I
r-a•
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
M i C,t LWt.AB( ft'n :Yid"
r — LL C— A-A-0 n I—? "s 0
P,PRQ�
SHINGLE
PLUM
ROOF
..'I 0
Reviewed for Code
Compliance
Universal Engineering
Sciences
APR 3 0 2021
ST. Lucie County, permitting
Total Truss Quantity = 60
Labeled End Mark
General Notes
1) N pwN chard bussm flat 1 aM flat
z) M r— msmv� Iww aRt.BA
items
3) M htm Waft Is 14' O.C. U*= aVw"
rwm
4) Err Ttlo Pki. I -H IA BL4B1 tomrtmarge6m
ParI.." X-mbp d0A be PWW at a
mmdeiun rpw" 15 O.C. O=W the em m
f ptepmted�a tmmdtmm 21 bebeen go*rda m ,.% to.
addBard Iradnp
MAL
ROOF LOADING —SCHEDULE
TCLL = 20 PSF
BCCLL = ' PSF
PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE= 160
BLDG EXPOSURE — C
USAGE - RESIDENTIAL CAT D
NAND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Tmss m�Tnber design 'Lc
e connector plates
deliEed for ASCE 7-16 and mazimwa
forces from both componems and claddings
and main \Vend foreetesisnng systems.
These trusses have been owed to cam an
additional 108 psfnon-co urtent bottom cbuni live
Ioad.
FLOOR LOADING SCHEDU
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
Aid. REACTIONS AND UPLIFTS
ARE SHOWN ON ENGINEERING
WALL KEY
8-8-
® 0
LOAD% DFSCRIWION INIT. OATS
� tMTe avA tvMin
Ru t...— 11m¢r twr TNm
1tS3 tar" jT" 1I/OA!
a tr 1AiW JN D/IT/✓ZS
LOAD# DIESCRIPIION INrr. DATE
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE & t1 V.
WINTER HAVEN FLEItIDA 33880
PHIRZ (800) 959-8806
FAX- (863) 294-2498
BUILDER D.R. HORTON STATEWIDE
PROJECTCREEFSIDE/SFH
MODEL 1828/CALi/4EBB
CCA PROJ/MODEL/ALT
7A6/ 320/182ED.F
ALT DESC
OTC 9413 POTOMAC DRIVE
LOT 13 BLOCK
DESIGNER
PAGE
RFS
1
3 31 17
'64502L
1 4 "=1'
ENGINEERING PACKAGE
Builder:
Project:
Model/Building:
Lot Alt:
Lot: 13
Address:
JobNumber:N334502
Revision Date:
Block: Unit: '
New Load #:
CARPENTER CONTRACTORS OF AMERICA, INC
12 Reviewed for Code
Compliance 3900 AVENUE G. N.W.
Universal Engineering
Sciences WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ALPINE
March 13,20.19 ANnWC6MPAW
Mr. Bob: Midhaells
p .
Carehtb . rC- diritractort bf-America„ - I h6..
3900 Avenue G, Northwest
WinterHaven,.--'FL 33860-6261
Re: AlternatiV6. Ihstdilations. for 6 single 019 carried Miss with a width less than the hanger width,:and.+
wood. .bloWng,tq4q4iev full design load'v4l' oforizidermoUhted. hanger att
e adhMent b"ni.-aone ply
n
supporting girder (Reference detail WA37-02)..
Dear Bob,
For :a single Ply darried truss with -a' width less than the hanger. width -you can..J,h!qqll.:q. prefabricated. jack
scab .truss (?").for wo.o.d....filler 1$16 h The, chord: si�zesc . ho
'i rd..graOas, and Al pine: tb hi��btbr.plt&(s) to.
locking;. g
be -the. same as #16 single: ply carr Z:truss. The -pr'efei'b�ri6�itbd.jOck:sd;jb'truss - have a.minimum
Jength of 4V' a a and will have minimum pit6h.:of VIZ. The single ply. carried. �.trvps shall have:.9 reaction Of
. 3,.500* or less Attach
tach . prefabricated. . . + . jack
ack:�s ca b:tr.uss. with: two. (2) rows of 0A28"x3.0".'Gun Nails at'2'
'O..C. pet y+O*,-staggered .1+" .(See 6 ,I below). P16ase'-.refd'r to the Simpson Strong.Tle,Catal . p - C-Q,
2019 Page 216 Figpra-8.* for more information..
Figure'l
Fora single, pl'*y*',g.i'td"e'r'that requires wood blocking to,adhiove.,full design load valueforface-mounted
hangers -attach onewood-block to'the backface of the sin.g.le ply-gi.r.derwith the same sizeand
gtade.as'the bottom.- 6.fi&d. Of 'the. single -ply girder. The -wood block length tabe such that 'the wood
blodking---extends to
each adjacent 'pahelpoints '(Webs . Andb6tt6nch6rd intersections):: Attach wood
block :(*):with iwci-(2) rows.-of
6 128, x.30i Oiun� Nails at 6 Q. C. per row,.staggered: 3.0"* applied to the
676o'Forum Drive Suite 305, Orlando; FL 32821 =(000 521-9700'-.(86$) -02.-8685
,mmm.alpineiim,com
ALPIr.
NE
single- pjygirder face. with. an additional.(.20 0J-28N3',O'?'Gun.*.Nails qite :ach -panel' ppint'applied 'to the,
wood. kfad
blot - e (.See Figtlee`2 (6fbfto the.Sirbpsdh Strong- . ie:Catalog C-G--'2019,
-page 216, FiO.Liee.-I for more irif6ftatidn.
Ooui&i<
... .... ... ....... ...... . ..... .. ... ......... .. ... ....... . . ........ .. ...
The applitatioh of prefabricated jack scab. tf61ts for Wood fille'rblocking4o . t wood bfockIN to: ?Qhieve.. full.
dpslgr) load value for fac&-mounted hangers Must be -approved by thehardware mandfaciurer..,
A edge and bridi distances, and - spacing: for . all nail connections * must be. sufficient td'*peeVeht_SpIittihg of
If I canbe of any further assistance,.or if you have any1pestions, please7give me a call.
Willarn H KO P.E.
Chief Engineer,
Alpine. an'ITW. Company
Enginee.ring.PiepattmOrit
Oelandoj FL
6750Forum- Driv& SuiV305 . ;O'rland6,..FL .32821 - (800.)*.521-9790 - (863) 422-8685
WWWAp*1.n.01;*q6.m
ALPINE
MTTWCCW-"Y
April 261-:2019-
Mr. Bob Michaeli's
Carpertter'G. oritradtors O.AtneridA, Inc.
3900 Avenue 0...; Northwest
Winter Haven, FL338 . 80-.620T
Dea.r. Bob,.
Rd' Stroin-ObabK brid.g , ihg. on roof trussbt-
I understand -there. is -sothd concern over our teedrritnemdatio"ns f6r.strotidbAck bridging on roof trusses;
'8fron g. backbridging for roof trusses.is not p:yqqq.jreMPnt of:AN S J-mTPI 2014 nor is it a requi mentof the
BUildin Component -Safetyinformation .(SCSI). U ztrongback bridgingof ..trusses is
off roof
t '-Ongbadk bridoitig. eNO�,the.:Jollowin two.
Carpenter .p . ..g
erideo by 0-h. iba S r
functions:'
One,bridgingaligns the bottom -chords after they are- set iso4boy Are uniform. along the ceiling
line and h6io':s'.%With'*ceiling :serviceability
TWOi bridging reduces e6lativd deflection of. adjAbe'ht1r'Uss6si,
StrongbackbridginbAo6s. not .-prevent pr reduce overall individual deflection, especially -any e*66ftrusges!
than 1W inch. ...... ..
.. .. ....... ........ ... . .. ............. inch,....._ .. .. ..... . .... . ... ... ....... .... . .......... ....
l
Si rongoaqX- bridging
g in roof. trusses doe'.temporary s not serve as. empora.or permanent: bracing an Is not.
.intended to dharfibuto or sh6 . rb. design lo . ads. . bet9veen irUssqs. Consequently, no design lbads''have'
been accounted for- With thig.detail and continuous -strci'n'gback.b'n'dgin-gshould 'n'cit:b6:tLtt6ched between
comajon And :girder trusses: The use -of srongback bridging` shall not. `interfere rfere with otherdesi
gn
considetati6hs As soecifidd the Em liOr'dfRecord or the. Building: Designer.
The outer ends ofthe 8irory I ack bridging s shall . I be.attgghed...io aWp wall or anptherzecure end, restraint, or
as specified:.Py the 56g'lheeir of Record or.th6 Building .D6isjjh6r.
Strongback bridging shall. be':a. minimumof 2j(6 -norbirial lumber. oriented with the depth vertical:. Attach:
4 W1jh (3) fS.d pCkm Mon nails (0.162 x3 5") nails at:. each intersecting member: When - extending the
k
strob9baek bridging overlap by af. a.minimum of two tr.utrusses,The-jocatio ' n� of fbQ.- strorigbac : bridging
d
girig.�
maybe specified :Py the Truss Mahudacturi.er,. Engineer of, Record,. or Building Designer: Please .
MgROR1:014 deball for more. information. The. graphic
shown BC�l "Strongbackiog.'Provil�iQns" or.to...A..Jpine::
e-. orld Al t We purpos only.
is-f6rgen" J U� rAt* e
.67.5p F.6ru.rn Dri.ve:Suite 305, Orlando, FL 328211- (800) .52 1_9790.- (863). 422-8685
ti
is
ALPINE
Figure -I.
'if Lcan. bb of any further assistance` or -I you have: any questions; plea
se Me a cAll..
WHIi&ft.H..,Kdck-k:r---
Chief '.E,ng' !'ipee : r
Alpine an !TW.:.Co.mpany
Engineering'Departmenti .
-Qelan.dq, FL-8282.1.
6760 Forum Drive Sul - te..-366, Orlando; 'FL 2282A (800). 5212-9.790 - (893)422=8685'
ww "; I' tw W.,a pin!E�i cOm
S.TRONGBACK: BRIDGING RECOMMENDATIONS
F
ow- All scab - .on blocks s:hall:.be: a .minimum. `2X4:
BBUTTR ING TOGETHER
'stress graded :lumber.'
6►'All..st>rongback bridging .and bracing •shall :be::OL
:.. •
minhum 2x6 '.stress' grade:d:.luriber:'
4'
►'.The purpose, of stron b.a.ck" :briciIhg: as: to.
'Or ATTACH SCAB WITH lad;BOVGUN ". '
de.v:el'op load sharing 1 etween' in 9 Idual t1 us5es,:
4r 0' �6. fi�1208C'x3D2 NAILS IN..E ROWS`AT
resulting In 'dn bveralt .Increase' In --the
SCAR' NOTE, :IN LIEU::OF; SPLICING. AS'SHOWN, i
stiffne5s-. of the: floor -systeri• 2x6
LAP"STRONGBACK•:BRIDGING HEMBERS'
FOR':AT LEAST ONE .TRUSV,,SP..ACIN[i
stK On. back brig In ositloned- ,as.:ShOW.h In
g g 9• .P
STRONGBACK ' BRIDGING :SPLICE DETAIL
details, 1s recommended .at 10' =0' .o.c. .(max:)
®:The terms: 'bridging' and 'bracing are. sometimes
.NOTEI Details J. and R. ar.'e the :gwef.erred attaehr�eht rie-thods
ATTACH STRONGBACK `TO
WEW/ C3) SQd COHMON
'OR O
mfstakenly' used Interchangeably 'Bracing' Is an
t 'structural re uirer6ent of
Important q,
ftoor8'x3')
(OX4..NAILS
ca�.iCd:BaxlGUN
28rxNAILS
O.
:an
: .. y
ar roof system, Refer t.o" the Truss. Design
Drawing (TDD) fbr� 'tS�e: ,bracing reejulrerients 'for
each iridlvldual .truss component, 'Bridglrrg;`
00 i
particuLarly 'strongbar=k.':bridging' :'is a:
°
r• ecornmendatiors' for a tru$.s system Icp help
con-trol, vlbra-ticlk In: ad dltion-' to :aiding.. In the:
dlstrlbution of point !bads betwee6 ad Jacen t
truss., str._onbk , to reduce
STRONGBACK BRIDGING. ,
CDG'REQUIREHE S
to ID' Nbhe' re uhred I
pounce- or r..eslC(ual vlgr:ati.on resUGGl.ng: trod
moving` point loads; such as footsteps:
a io,W l rev:(d emter• ep
The Perf ormar'cL of all floor :systems -are
C2) lod CORMONs.CCaI4B AO') DR
BDX/GUN.. Co•129'x3A'> <NAILS AT 2x6' (MINIMUM) STRONGBACK, '
"to:' z. of rtdi
to
enhanced' 'b the. Iristatltlt(on of s tron back
Y g.
.
Tnp AND,:HowrTnFL::nF 2xa RESTRAINED.AT' EACH.END. `
Over�O" 'a'roserl0 lcpdntr)
bridging and iher swore :is. strongly, recommended
O�MR.-um JH_U. «,,�� . ---
STRONGBACK. TIl_ BLOCK W/:C3)
by Alpine,
lOd COMMON f01�8'x3A.) NAILS
,OR W1dd" WW WN', CO1RWx3.0') q "
:
For .additional InforMaltIph regardIhg. s�tr.ongback
NAILS. :
brld In refer to :BCSI :CBufldin Com onent
g 9•.. 9 P
Safety Information).
00
f ATTACH STRINGBACKJ1
TO B OTQ.`� •mRD' WI.�"
�N 1iiNdH1hN11j�Kr
r{��1' f
is
STRONG' BRIDGING ATTACHMENT- ALTERNATIVES�A
y♦�'
/�
=VNMMM READ Arm r•XUW ALL )bMrO1'V t DRAVDr,1
a-DQW*ffvf ru88SN figs ZMVM TD`AIL COITRAc= D+a:vZc:jW..pSMLLERL
� . , .,�.
�' '8.
- L:L•
PSF`
REF :STRONGBACK
. .
'
Trmre ruff e.watr•ewr Core 1n fotirkothp, fgntAhpy �pyq, YxSnB(� end�br'n Aifir:;tri�ord
Follow the taifst. edttlon of aC5[ aad4,o Conporant scfrly7rlfo'nptbry by TM.Nid BCN..fa• sdifty
�•'
J, ;
TCS DL.
;PSF
DATE W.01/14.
..
�pr'O0Ctlf•Jr p te. perrrrip..fhrsr IlLstlsv. TnstaU•K dap p'oNde t Y : �•/•:.�,$• }. 2
LWIW?x"" athrrwiff, twp diord shall %IaVe �reprA .attadxd itT�{fet.3hf0 � �ottorl' d
A�
0 70861
j 1 \ .
i
r
�,
C?DlL
L _
t�
��
eholt have n yropfrly aHaehed ettk+n L°eotlonetdain:ror pwrnontrit-latetro aY,t'oF :
Shalt PAY bra 1'Ytalled pen 1M lX! 87' af•' 7d0. as �ae $a;*=h V°cC .
W trshfe ord' as shown abav end•orr the .bNt Dftole, Mien rioted otheede%. ... . C
'eaA
_ :
• •
E
PSF
DRWG STR1RI$(t1014:
-
.,
R•frp io rinyiI z.ronstondora patepohtlor.e,
NpM a avkan'er rnr y�l w.po:pt< Qrp� Inc ftalrrat d;y de4tathn rr�
.,
$'TA E F":'
•L
L
AN OTNMaOMHANY
.vor
tale dro.Yp' onY:Idlw. io IaAdthe jryer•h ionronaner,.l#, AHSVIA.1. or fr hvrliq :thbpFq
.
ji ,
r D
PSF
13723 Rke"rt Ddve
�,
•xtµlnYOn L. .. .. .. .. ..
. A wol ol, biM poor jnvr ppeeepr• "►kihp this drawhW. hd=tm'acoeptuer of prof►ut°riolry�
sw41y lor•iha dam; �iM.WtalAkty-ond"use ot.this-druhp
a.+ awet�vetK.e•'o°r duet °a '.`.nlar+w'D•eba.
A ♦ A
.�.� !, :. i'
�(`�. .,wO �:
..
.FIR(,.
1:D0" .
.....
MerylerW H•IpMs,M083617
..ww�ar a. per Axtvrnl.t:swmr:
_fal`'he!'f'hh��fOriall•n�sN:.tNs: spoil•
t' MSIICN 'e�wwNsOCMw"'Noi I=
...:.
� •..
�4� .iiii .
..,���v.. S
. A&LIPM. molpHiFtweW Ulf rwrdpinetor e�.d�zrreriarp
PACING.
Nrri ..,u ae
::'.
�.,.n......�
Sn
. • :, ..: .• is • .' :1 � : • � ..:.... • '. , . ' . •• :.. � '
:�,.:�:r--"`--r•^:,.. _
ri,;'i.�4�': Y:I1:+15IY,'�'J.J ;4u;p i..:'�:.'t•�-�r,''' ... '
i
"130;1c'tf3Q fix A0.1r :taiitl 1 r"-+�J��#3'r#t>C.�r°
�1cJt� '11 ; �it�+Y� :.� -radi i�it lsc�' *tic ae�tXb R,? f.
Q S id ...kli �JF�f !`X. t1i� 1N 1 #I.F!{ .; i!t Cl"}�+: ;` • v kiL1ok1dri _os
��.ryry,, !3{ya,.1�t��1�F (j�j'7�•' qi �1t5:.�jdi yyty,S11K .[�l .,'f , "/ Li
■Q1 �7 ,ry.1 ,^��:+7!(a:!'tI"�I1t'+�T6 P.
.1 j A�
7A�X YtI•. .'.L•'ia�+d':�t:';., ';iY �13,141,''i•+, :I.M. iV.f..:�irX�. ..
Ott. ;s�t�;� .��. aa:r�v#
�� O
ai ° t%1 C#(JI M ' �3'946. --
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or web member.
This design Is vaLld only for singgle ply trusses with 2x4 or
2x6 broken members, No more than -one break per chord panel
and no more than two breaks per truss are allowed,
Contact the truss manufacturer for any repairs that do not
comply with this detpll,
(B) = Damaged area, 12' max length of damaged section
(L) = Minimum nailing distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member, Applyy one scab per face,
Minimum side member length(s) _ (2)(L) + (B)
Scab member length (S) must be within the broken panel.
Nail Into 2x4 Members using two (2) rows at 4' o.c,, rows staggerer;
Nalt Into 2x6 members using three (3) rows at 4' ac„ rows stagger;'ed,
Nail using 10d box or gun naps (0,12814', min) Into eagh side member
The maximum permitted lumber grade for -use. with this
detail Is limited to Visual grade #1 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detail nnyy not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tle-In loads,
Member: Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Members
Size
L
SPF-C
HF
DF-L
SYP
Web Only
2x4
12,
620#
635#
730#
8004
Web Only '
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975#
1055#
1495#
1745#
Web or Chord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30'
1910#
19600
2315#
2555#
Web or Chord
2x6
1 2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web -or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
1 3045#
3505#
3835#
Web or Chord
2x6
439541
4500#
1 5225#
5725#
Web or Chord
2x4
48'
3460#
3540#
4070#
4445#
Web or Chord
2x4
5165#
5280#
6095#
6660#
• Hlninun
L Bktnnee
B
L
S
. L \�
L Dlslance. B jI
• L
L
2x6 memioer — .Irlpte .mow a-vug er e:u I I
Nail Spacing Detail L
L Dletonee
m*VW1Nas• READ AND TTJ.LCV ALL NaNt ON TWS°BRAVINOI REF MEMBER REPAIR
W WIRTANTjw f11RWSH THIS WAV➢IG TG ALL MMTRACTORS INCLIMING YK INSTALLERS,
muses requlre Istrene cart h fabrleatln0, huv,lho, sNpik InstalH�n and IraUnO Refer to and DATE 10/01/14
/ollor the latest wdtuan or Jest a,dldhp Congwwnt Wrty In or"ot1mv by TPS and SBCA) for satrty
pproroetkas prior io perfornln/ th►st funrtlans. Installers shall provWCUmparoryy �traalap pr 3034 DRWG REPCHRD1014
li . noted otMrotse, top chord shalt have properly attached struetu•al sMavwtp and button chord
shad hers a properly nitocMed rlyW reLocations shorn For Pornenent lateral restraint of we
t� stall hove broehp ►tstatted per 1 IstinaJO. J7 or 2106 as aP Ucabl►. ry plates to tale Face
ALP
of truss and rSItIOn os shown above and an the Joint Beta7s, unitsss netetld.oiharvlse, ,
(� Refer to drawlnpe 166A.2 for standard plats posltlans. '
Alpht, a dlrlslon of ITV lulldho Conponenis Oro17 lnc. shaLL of be responslhle for ony devIstlon iron
AN rnTW MANY SNs drorinp. any fallurs io build the truss M con NMI MSInP� 1, or for I+andMa. s�Nppiv,
hstottatlan t,•qq•�odfs of irusses. .
• A ssol'on tHs ararinp or 4oV,r pa LLstYp ih11 drorFy, hdcates nc■ptann of prpF'sssional
.nplrreri,o reaponeO�:H�Y, aolsly for i0hee srshn shorn Ths aAtabllty'a use of rlrnrhe
17389 Lakefront Ddvs for my siruct+ra Is the rnpana>bAFty of itx AI4MC Designer ppero ANSlnr1 1 Sec'e. '
EsdhGKy,MOB3045 ALPINDiw IoMeltaseenjoTPlsvritp'nsAtor9J CN_rsrsbenadues4ycrG,tiCG r V,ac s�rs.nrg SPACING 24,0' MAX '
I s
0. &
BOARD
(2xi)
IV
Lumber Size and Gracife., Mlnu m-um Requimmgqfs
- Pak wfi"id— tx.6 pid-ow bAtw,
im - (
4.
SEAM, -EVERY MRA
RAFTERS
a
hfg jrawl"giapplies to.-VaIjay
IdWW
-MaXIMum rfioAq'rd.f height. 3.0-luet
I -A mph,."osed, C, t 11, a
fASCF-7-16. * "'h; rudloted, Up N
rnp.
by:othem)
'billrafter,
are
TRU10's.
R VALLEY -FRA-M(NG
VALLEY RAFTS-R.-OR MDGE
9pbleb*-41-M`Idr 30 psf (M)and 26 psf (.TD) mEfx.
work('nV kC%V-i &I&I d at crlp6f& focatlons are
T.v P)
o6'44.n . yqtqs
4 I6dId&^d9b'
de'diredtly
3.
Cil 010:tc�f.afibi.
p
ieafhirtg
4.
?.Wt&W�.two-W sleepers-'
4261Et0e432
4'1:6dtd&ftl1A
.6.
::FUd9e:bobr(i-tiu-f.oO( bldck
4 Isd toe-twus
RF§M.F.4DR ATM.7.
--Wd-g--e-.bci.zfed foArpgs-
4 l6d-WP7001-s
S.
--FruMki to (T")-
A IRO-t6e-nal is.
�AAEUSED) .13.
4 l6wtoe-MIIS.
NOTE-, IQb046:f?' XS-4' )' 40MMbN'NAII-t
n
AW* noW Tas WAV= M
No.
-T L� a.d'.Sb 40 54 RtP 'VitLEY 'P�A'�V
::bh w -
Ll
f:,. ong c&, or*fft. ;arkty ro y *TPV%klvf,PWJa2 kr
%, I . 1, ki� pezwm
TC ZO 7 .7 DAT9 10/91/14
DL 10
P'.Ct pur -;d P'A-f4" Arsm-ft nu di'd
SMIt hdif 4w" 24 W.
*.It! h-=vp. I %W*� —,,. 46,;
b-ir WW.'M
v .:tom
1 TkTS OF er
YL .0 0 0 DRWG V. v1solols
BC. -LL 0 .0 0 0
of
"d7 cw�- &-43. P-.-- vidu. mt. A;t rc�p Lm. e—..'
- (%'0
TbT. Wjj�TQ 50 4-7 Ell
nW05MFAW
m— - - -
tw -b�* h
R
e f
L
PO At 25-
Fa: Hers W" L "b- iftevi
1
Face -Mount Hangers - I -Joists, Glulam and SCL p
IS These products are available with additional corrosion protection. For more information, see p.15. Codes: See p. 12 for Code Reference Key Chart.
,Actual
Joist
Size
(in.)
'< <
Model
No:
Carrie .
Member
Dimensions
z" (in.).
Min/
Ma
Fasteners
(in.) .
Allowable Loads
6de
Ref.
-"-:
i=_
Web
y Web
Stiff, .
Reqd.
1A
j
H
B
-Face
.
Joist
_�..,
° DF/SP �SPF/HF,
Species Header Species Header.
-
Uplift-
(160)
Floor
(100)
Snow;
(115);
Roof € Floor
(1251,1 �iUO)
Snow
(115)
Roof
(125
'
IUS2.56/16
-
2%
16
2
Min.
(14) 0.148 x 3
-
7)
1,660
1,805
1,805 1,425
1,555
1,555
Max.
(16) 0.148 x 3
-
'0
1,805
1,805
1,805 1,555
1,555
1;555
21/z x 16
MIU2.56/16
-
29A6
1534s
21/z
-
(24) 0.162 x 3'h
(2) 0.148 x 11/z
230
3,455
3,920
4,045 2,970
3,370
3,480
U314
✓
2'Ar,
101h
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 1'/z"
970
1,945
2,205
2.375 l 1,675
1,895
2,045
HU316 / HUC316
✓
2'Ar
14'/a
2Yz
-
(20) 0.162 x 31/z
(8) 0.148 x 11h
1,515
2,975
3,360
3,61012,565
2,895
3,110
IBC,
2Yzx.18`_...
MIU2:56/18
_. .
� =�
2s/i6
17I6=
2'/i
-
(26) 0162 x 31/z
R) 014$ x 1 Yz `
`" 230
347, 5.
4;045+E
4 045 `3,22Q
3,480
3;480;
LA
'HU316aHUC318 -
:
+ ✓ :
29/i6
,14,Ye'
21h
-`
"(20) O,162 z 31/i,
(8)s , ,148 x 11h ,
:1515
"'2;975
3,360'i�
3 610° 2 565,
2,895
3,110
21h x 20
MIU2.56/20
-
29A6
19'46
21h
-
(28) 0.162 x 3Yz
(2) 0.148 x 11/z
230
4,030
4,060
4,060 3,465
3,495
3,495
21/x x 22
to 26
MIU2.56/201
✓'
2 Ar,
( 19'/,6-
21h
-
(2� 0162 x 3Yz
(?) 0.148 x 11/z `
.,230
4,030
4,060
( '`
4,060 3;465
3,495,
3,495,
2s/,6 x BYa
to 26
2aA6" wide joists use the same hangers as 21h" wide joists and have the same .loads.
91/
MIU3.12/9l
+ --3'%8
`9'✓8'
2Yz
'-
-(16)0.162x3'h<
(2)fl.1d8.x1?/z
230"
2,505
2,615}2,820
1,980.2,24512,425'.
3 X
HU210-2 .UC210-2
3
Max.
(18f.1623'
100.148 x3
,;14
280
"
3,020250�
230'2,66512,80�Yz
3
IBC,
MIU3.12/11
-
31/e
111%
21h
-
(20) 0.162 x 31/z
(2) 0.148 x 1 Yz
230
2,880
3,135
3,135 2,475
2,695
2,695
FL,
3 x 117/s
Ht1C2fi2--2-
=
b ✓
31A
101AG
21/z
Max:
-(22) 0.162x 3'/z -"
"(to) 0.148 x 3
V95
3,275
3;695
3�90- 2,82
s,t30
3,425
LA -
HU3.25712/HUC3.25/i2
•
�,
3Y4
113/ak
2Yz
'=
`(24)Q1fi2X3"/z";_
(12)rfls14,8,ic3 "�
1725
3,570
4,030'
4,335 31j075,
3f47Q
3,735
.HU3 25/16 (
HUC3 25f16
•
31/4
131346
l
2Yz
Min
20 , J 62 X 3Yz -
( )
8) 0.198 x 3 - `
1515
2 975'
3,360.
3,610 2,560`.2,890
## 3,105
Max.
"(26) 0.162 x 3Yz;
(12)0.148 x 3
,r,.5
3',870:
4,365
4;695 3,330
3,755.
4,040'
-
3'% glulam
HUCQ210-2-SDS
-
3'/4
9
3'
-
{12) Y4'1 x 21h" SDS
(6)1Id,' x 2Yz"SDS'
2 ,,," S
1;515
-r4,315'
4,3151 fi(i0
j 3 ?10
3,7 t0-
FL
HGUSi'2 i0 ,
;3Y/g
,' ` 86/s.;:
. 4
-
(46) €1.162 x 3Yz" '
416) 0.162 x 31/2"
4,065
9,100
19,100'
d'J60 7,825
7,825
171825,
IBC,
;HGUS3.25/12 -
3'la,l
1051i ,
4
-"
'(56) 0:162 x 31h 1:
` (20) 0.t� ,R 31/z ~
'5,040
9,400
9,400
-9;400" 8,085
8,085
$,085:
FL
LGU3.25-SDS'
-
3'/a
it; 3Q
4'/z.
= ,
(16)1/4',`•x 21/i' SDS,
'(12)1/a' x_2'/," SDS
'5;555
B,720
r "37uj
?,4 U 14,8,40
1 265
5,265'
HHUS46
-
3%
5Ya
3
-
(14) 0.162 x 31/z
(6) 0.162 x 3Yz
1,320
2,785
3,155
3,405 12,395
2,715
2,930
3Yz x 5Ya
HGUS46
-
3%
47A6
4
-
(20) 0.162 x 3Yz
(8) 0.162 x 31/z
2,155
4,360
4,885
5,2301i3.750
4,200
14,500
HUS48
-
3s/,6
. ' 6%
2
-
-; -(6j 6162 X 31h °
,J6) 0.162 X 3Yz ��
1, 3�0,
1,595,
1r815,1-
96041,365'
11555
1,11680''.
�31/rx7Ya,"HHUS48
• �''
-'
36/a
71/e3
-
(22)0762x3'h'
,j8)0:12'x31/z
r
4210
4,770i151403,6154,095.14,415
3$/a
7'he
4
._-
(36) 0.162 x 3Yz
(12) Oii2 x 3'h
=3,235
"?,460
7,460
7,960° 16;415
i"6;415
6415,
IUS3.56/9.5
-
35/a
91/z
2
-
(10) 0.148 x 3
-
70
1,185
1,345
1,455 1,020
1,160
1,250
MIU3.56/9
-
39A6
813/,6
21/z
-
(16) 0.162 x 31h
(2) 0.148 x 11/z
210
2,305
2,615
2,820 1,980
2,245
2,425
U410
✓
3s/+6
8%
2
-
(14) 0.162 x 3Yz
(6) 0.148 x 3
970
2,015
2,285
2,465 j 1,735
1,965
2,120
HUS410
-
.3fN
815A6
2
-
(8) 0.162 x 31/2
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615 1,820
2,070
2,240
HHUS410
-
3%
9
3
1 -
(30) 0.162 x 31/z
(10) 0.162 x 31/2
3,565
5,635
6,380
(5,44514,845
5,486
5,545
3YZX 91/z
HU410/HUC410
• •
• ✓
9
3 /,6
s
8 /a
,
2 /z
-
,
(36} 0.162 x 3 /z
1
(12) 0.162 x 3 /z
,�
3,�0..
7,460
7,460
7,460 l 6,415
6,415
5
6,=11„
HUCQ410-SDS
• •
-
3s/,6
9
3
-
(12)1/4" x 21/z" SDS
(6)1/4" x 21/z" SDS
2,265
4,500
4:500
4:500 3,240
3,240
13,240
HGUS410
• •
- .
3%
91A6
4
-
(46) 0.162 x 31h
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100 7,825
7,825
7,825
IBC,
LGU3.63-SDS
• •
-
35/s
8 to 30
41h
-
(16) Y4" x 21/z" SDS
(12) Y4" x 21/2" SDS
5,555
6,720
6,720
6,720 4,840
4,840
4,840
LA
MGU3.63-SDS
• •
-
35/s
91/4 to 30
41/2
-
(24)1/4" x 21/z" SDS
(16)1/4" x 21/z" SDS
7,260
9,450
9,450
9,450 6,805
6,805
6,805
IUS3.56/11.88
`-•
35/0
11'/s'
`2 °
-
(12)-0i48x3 ';
-
70
1,420
1,615-`i1,74511,220
1;390
1,485`
'MIU3.56/1.1
= a
3
21h_
(20) i}.162 x 31/z
(2) 0.148 x11/z •,
210 -
2,880,
,3135
3,13512,475
2;695
2,695
U414 �. '' _
✓
3�i6j
1D).2
"-
" (16)0.162x31h ,
(6),Qi48x3�
' 97U
2,305
2;615:;2;8201;980_
2,24512,425'
HHUS410'-
•.:
-
`3%
9_
3
'-
(30)Q,162x3'/i`
.`(10)0`.162x31fz,
'1;G35
5,635
6,3801t�,44y--4$95E5,486f5,
45
HUS412;;.,''
•
-
39ti6
:401/z =
2
;-
:Min
3Yz x 117%
�HU412 /;HUC412
• •
---'
- -`3%,
10516'
21/2
Mal
HUCQ412-SDS
- '
3946
" 11.. ,
-
HGUS412
!
-
35/°
' 1016
41
�'-
LGU363-SDS(357a,1;8to.3,Q
4Yz
--
MGUMDS°
• •
-
'35/a
0Y4"to,30
4y/z
:-
HGU3,63=SDS,
-;
-
351s
11•to30'
41/z
"-
" 46 See footnotes on p.150.
Simpson Strong-TieO Wood Construction Connectors
•
Adjustable Truss Hangers
y `a@EREp
A This product is preferable to similar connectors because
sup
of (a) easier installation, (b) higher loads, (c) lower installed
o> ; cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
y Finish:. Galvanized. Some products available in ZMAX® coating.
C See Corrosion Information, pp.13-15.
v Installation:
4)
Usd all specified fasteners; see General Notes.
C .The following installation methods may be used:
U
N Top -Flange: Installation —. The straps must be field formed
i .. over the header - see table for minimum top -flange requirements.
F- Install top -and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
- 4 the THA29, nails used for joist-attaehrnent•r ust be driven at an
M angle so that they penetrate through the corner of the joist and
into. the header. For all other top -flange installations, straighten
the double=shear nailing tabs and install the nails straight into
the joist:
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the'
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or .
entirely below;the header,
• Face -Mount (Max.). Installation — Install face nails according to
the table.. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads. l
Options:
• THA hangers available with the header flanges turned in for
3W (except THA413) and larger, with no load reduction —
order THAC hanger. .
Codes: See p.12 for Code Reference Key Chart
1 a/4' for
THAG422
for
122.2
126.2
THAC422
Face. nails Top nails
per table per table
13/i typical
21/2' forTHA422.2
and THA426-2
THA418
�' Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount.
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into lop
and face of heads
® Double -Shear i
Double Nailing Dome Double -Shear
Shear Nailing Side View
NailingSide View;
Do not (Available on
. TOP View bend tab some models)
2h �° yl
9
hw�
THA29
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
lyNwai r nnca
Top Flange Installation
er to
Mote 5
p.187
86
Simpson Strong -Tie® Wood Construction Connectors
Adjustable Truss Hangers (cont.)
ID These products are available with additional corrosion protection. For more information, see p.15.
El
V°-`
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1'h° min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1'h" naisin
the'carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried (joist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
Simpson Strong -Tie® Wood Construction Connectors
a
Face -Mount Joist Hangers
26`��EO This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost or a combination of these features.
b
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that distributes the load through
t Nb points on each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications; the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
"17oTdesigned'for welded or nailer applications. "
' Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
�u
Do not bend tab
Dome Double Shear
Naiing Side View
(Available on
,.�
some models)
1' for 2x's
1'fe"for4)%__
r a
C � H
B .
LUS28
HHUS210-2
W _' —<
MUS28
9 g
d= D
et �\24
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
a
19
4
Model
No
'Min
Heel`
Height
Ga.
Dim {in.)
Fasteners .:
t W
y g
Rarrymg`
Member Darned
Single 2x Sizes
LUS24 : 'a,
25/s
' T%o .
3'/a
13/a
"e, (4) .148' x 3,
(2).0: 48 x 3 ;"
LUS26" '
... 4114,
1'/ie :
" 43/a
1?/a
(4) 0.148 x3,.
;(4) 0.148,x 3, ;
MUS26
41tie
18
19/e
•5�`i6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
41A6
16
15/a
5%
3
(14) 0.162 x 3 1/2_
(6) 0.162 x 31h
HGUS26':.
4 6
"�12 -:,
15/a'";
" 5% �
� ` 5
(20}`0.1(i2 x 31%z,';
(8) t);7�2 x 31h
LUS2W ! -
" " .44,16 � :. -
: 18' `
1, IN
' 65/a
; 1-�a , ,
� �6)';0148 X.3� _ ;,
(4) 0.148 x 3" °,..
MUS28
6-546
18
19A6
6"As
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61h
16
15/e
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
HGUS28
69/e
12
1 %
71/a
5
(36) 0.162 x 31/2
(12) 0.162 x 31h
LUS210-_'
41/4�.-
1$
.19/16_
713/16
1Y4
_ ,(8)'0.148x3:`,
`:{4)"OA48x3..z
HUS210
- 8a/e: ..
d16_F
3.,,,-0)0.162x3,1/2
(10),0.162x31/2wi
HGUS210
"81 ,'�°
12,
,,1sA,
'9JIe
°..5
'{46)Q=162x'3Y2'
`"(16)0.1Ei2°x3ylz
1. See table below for allowable loads.
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
B with Strong -Drive@ SD Connector screws.
See pp. 335-337 for more information.
DF Allowable Loads SIR Allowable Loads SPF/HF Allowable Loatls
Model
No Upliftl• Floor Snow=- Roof 1 nd Upliftl ., Floor Snow ; Roof Wmd Upliftl .Floor SnowJ;Roa#,: ',Wind
(115) `, {125). {160)e . (: (160)" �(i00) (115) (125) (1,60), (160) (100) ((1 ') " : �(1251 `(160)1i
Singie .2X Sizes
LUS26
1,165
865
1 990
1,070
1 1,355
1 1,165
935
1,070
1,150
1,475
865
635
725
785
1.000
IBC, FL,
MU526 `_ .
9 0-
' 1,295e
.1,480".�
,1,560:��,°
1,560�<
.. 930
` 1;405 "
:�7 860
.:`1 � ,0 x
E; 64.'
,� t 1
855, `
.1;090
; 1,180
5J 1
LA
HUS26
1,320
2,735
31095
3,235
3,235
1,320
2,960
3,280
32280
3,280
1150
2,350
2:660
2,780
HGUS26;
i
. 4,340
4,856
5,170 ``.
'5,390 ;
875 ` -
, 4,690
;5,220
5390
"';;fi0
3,225�'
3;610
3,87(�
" 3;965"'
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865
810
925
1,000
1,2 00
MUS28;
13 t
1;730':"
. 1,975,
2,125..'
2,255"
1 320
,°1,875
2,135
2;255
2 2 `
, ;1; 0
1,270 .
1;455
1 575'..
1,35 'i,i
IB LA L,
HUS28
760
4,095
4,095
4,095
4,095
1,760
4,095
4,095
4:095
4,095
1:480
3,520
3,520
3,520
3,520
HGUS28
27
71275,
7,275:,
. 7,275"
1,6534
7,275
7' , _,.
"�7,275
; °7,275 ;
° t,325
'" .6713 "
3,820
,3;915 ,
.4,250-
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
IBC, FL,
HUS210"
2.635 ".
5,4510:'
5, 25:
5,830 !
<5,830
2,635„
5395"
578C
_ 830
,�;a 0
2;220
2,, 30
2,455
2.5851.
2625g
LA
HGUS210
2,090
9100
9,100.
9,100
9,100
2,090
9:100
9,100
9,100
9,100
1.545
6,340
6,730
6:730
6,730
1130; i_
ror almenslons ana fastener Intormatlon, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
0 HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square out 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
side
opuully dl Ig IC
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
0
z
a'
0
0
O
w
H
Z
O
Z
0
a-
0
0
0
N
U
0
94
Simpson Strong -Tien Wood Construction Connectors
SIMPSON
SS
SS
SS
These products are available with For stainless
additional corrosion protection. steel fasteners,
For more information, see p.15. see p. 21.
Many of these products are approved for installation
B with Strong -Drives SD Connector screws.
See pp. 335-337 for more information.
Double 2x Sizes
HHUS26-2
•45/6 1
14
35/6
5%
1 3
(14) 0.162 x 3'/z
(6) 0.162 is 3l/z
i;320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3.655
HGUS26 2
49/6
12
35/6
57/6
4
(20) 0.162 x 3Yz
(8) 0.162 x 3'/x
2,155,
4,340
4,850
5;170
5,575
3,730
4,170
47951US28
2 "�"
4s/6•=.
18
3'la
7"
";2
(6�0,162x3'hr�;
(4)Op162x31h
ti6L
1,3i5'
1490°'1610
°2;030
El',855
113D
'1;280
E4,45
5
1,745
IBC, FL,
HHUS28 2:.-
6 /16 ;
a 14 :"
35ti6.
7Ya
3
(22};Q 162 x'3�h°''
i8) 0.162x 31/s
1, 60
4.26ift'
O0
&155.
5 880
1.515'
3 670.
,;4135
4 4 R
1aSi
LA
LUS210-2 67/6 18 31/a 9 2 (8) 0.162 x 31/2 (6) 0.162 x 3Yz 11,445 11,830 12,075 12,245 12,830 11,2945 1,575 1,785 ,1,930 2,435
HHUS210-2 8% 14 3-Y,6 81A 3 (36) 0.162 x 31/2 (10) 0.162 x 31/23,550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 5,060 5,190
HGUS210-2 89/6 12 35/6 93/6 4 (46) 0.162 x 31h (16) 0.162 x 31/z 4,095 9,100 9,100 9,100 1 9,100 3,520 7,460 7,825 7,825 7,825
Triple 2x Sizes
1;V I J,01.<0, .•IIOJJ I O WU I '+A W-1 4141+3 1 1+340 1 IDn FL,.
HGUS283 .' 61Y6' 12"''4T5/6 7Ya 4 (36)0:162x3Yi''(12),U162x31h 3,235 7460? 7,460, °,2780>6415 6,41.5 67;460 60
,415, 6,415''; LA
HHUS210 3 83h : 14 411/6 8'/a 3 (30) 0.162 x 31/z (10) 0.162 x 31h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
HGUS210-3` 813/6 . 12 415/6 91/a 4 (46) 0.162 x 31h (16) 0.162 is 31h 4,095 9',100 9,100 9,100 9,100 3,520 7,825 7,825 7,825 7,825
Quadruple 2x Sizes
Iu�J��-�•= Jrz. 1c •ohs. i,an6" 4.�,t�u)u.lo�xs-iz; u)u;jpz�?z G„Ibb 4.i4u' 4,tf5U;'S;l/U :5,51.;1,855 i,3,730'"4,170"4,Qk'5 4,795� IBC,FL,
HGUS28-4 71/a 12 69/6 73A6 1 4 (36) 0.162 x 31/z (12) 0.162 x 31h i 3,235 7,460 1 7,460 1 7,460 7,46Q 2,780 6,415 6,415 6,415 6,415 LA
HHUS21074 83/a 14 61/e 87AJ 3 (30) 0.162 x 31h (10) 0.162 x 3Yz 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
4;
4x Sizes
LA
IBC, FL
M
9-181
0716
:' a
;.t1'+)u 40cxavz;
to)vuot,xa Vz
-sc;u
,G u�u=
�laU"'_3;41b":4,Z
U,
"3,1
'2,43b'45
;2,935'-
3;655:
LUS48
. /a
18
39/6
63/a
2
(6) 0.162 x 31h
(4) 0.162 x 31/21,060
1,315
1,490
1,610
2,030
910
1,130
1,280
1.,385
1,745
IBC, FL,
'HUS48
61/a'
14
39/6
7
2
'(6) 0.162 x 31h
(6)0.162 x 31h
1,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
61/z
14
3%
71/a
3
(22) 0.162 x 31/2
(8) 0.162 x 31/z
1;760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67/16
12
'3%
71/6
4
(36) 0.162 x 31/z
'(12) 0.162 x 31h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
14' 35Is 9
HGUS410 `�',8he
-,`72;
351a
91/6
; 4`
(46)'0.162x31%i
�(16)0'.162x31h
4,095
910Q
9100
9lOp
91DD:
3,520
`7826-
7,$25`
7,825�
7825
IBC, F
HGUS412
10316
12
35/a
107/6
4
(56) 0.162 x 31/z.
(20) 0.162 x 31/25,695
9:045
9;U45
9,U45
9045
4:906
7,780
7,780
1,,780
7,780
LA
HGUS414
l l 7%
12
35/a
127/6
4
(66) 0.1'62 x 31/z
(22) 0.162 x 31h
5,695
10,125
10,125
10,125
10,125
4,900
8,190
8,190
8,190
8,190
Double 4x Sizes
FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selectors software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h° in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11/z" nails in the header and 0.148" x 3° in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Ties' Wood Construction Connectors
SIMPSON
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/s". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/z" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/a° per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
i
Finish: Galvanized
Installation:
V
C•
Use all specified fasteners; see General Notes
• Can be installed filling round holes only, or filling
V
round and triangle holes for maximum values
N
• See alternate installation for applications
i
using the HTU26 on a 2x4 carrying member or
E..
HTU28 or HTU210 on a 2x6 carrying member
a
for additional uplift capacity
d
Options:.. _.......... _
d
• HTU may be skewed. up to 671/2'. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
B Many of these products are approved for installation with Strong-DriveP
SD Connector screws. See pp. 335-337 for more information.
13/,"
HTU26
Typical HTU26
Minimum Nailing
Installation
�T/'�mzz: gap tidiWeeri"end'of-,
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/z" maximum gap,
use Alternate Allowable Loads.)
OLdl IU&fU HHUwauie I_oaas (v8.. MaX)mum Hanger Uap)
Min. Dimensions (in.) . Fasteners (n) DF/SI' Alloi
MntlrG, . M _...
;. _inelgn[I 11 1' R,z Ia .Member, I' ;Member.
2x Sizes
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
HTU (Min.)
37/a
15/a
71fis
31/z
(26) 0.162 x 3Yz
(14) 0.148 x 11h
1,235
3,820
3,895
: 3,895
v
3,895
r,uy
1,060
c ww,
2,865
a.uva,
2,920
Ea vDO .t
2,920
a,�rau?
2,920
IBC,
FL,
HTU28 (Max.)
71/4
15/a
7yi6
31/z
(26) 0.162 x 31/z
(26) 0.148 x 11/z
2,020
3,820
4,315
4,655
5,435
1,735
3,285
3 710
1,005
4,675
LA
HTU210-(Min.)
37/a '
r1 Sls'
9Ys
'31/z
:�(32) 0.162 x 31h`""
; {14)-0.148 x 111z
.;1,330 i
4,3Lt0
,
, 00,'
4,a 9v
_1,145`
3;225
- 3,2�
:225
.225.'
HTU210(Max;)
91/4
15/s
9?a�
31h
�(32)0.162xS'%z.
(3?)0.1�8'x1;"h`
3,315'4,7051
t
,w7#°5,995;
`2,850;'
4,045
oti5
�11 t?
.
5;1'55:
.
Double 2x Sizes
HTU28-2 (Min.) 37/s 35/ie 71& 3Yz (26) 0.162 x 31/z (14)0.148X3 11,530 3,820 4,310 1 4,310 4,310 1,315 2,865 3,235 3,11 ' N
IBC,
HTU28 2 (Max.) 71/a 35/s 7Yrs 31/z (26) 0.162 x 31/z (26) 0.148 x 3 13,485 3,820 14,315 4 655 5^ 825 12,995 13,285 71, =4 cb,5 LA
un in n
1 r 1 lu 1 r idm r run r r ranger gap is measurea netween the Joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5` For hanger gaps between %" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in, accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
.96 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Tie® Wood Construction Connectors
6
Face-Mount Truss Hanger (cont.)
Many of these products are approved for installation with Strong -Drives
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
=1
Min
Fasteners (rri.)'
�" DF/SP Allowable
Loads "-*
SPFiHF,Allowab'le
Loads
Model
No
Heel°ift
Height-
Minimum
ing
,
'�4166r,
(160),
Hoi�iir,. Snow
(160j
Code,GAr;
(m )
Member
MemtieC;° ° "Member
`'(160) " �;(100) ..g(115) ,
(125)
,-(160) : (104)
HTU26 (Min.)
37/a
(2) 2x4
(10) 0.162 x 31/2
(14) 0.148 x 11/z
925 1,470
1,66D
1,790
1,875
795
1,265
1,430
.,540
1,615
HTU26 (Max.)
51/2
(2) 2x4
(10) 0.162 x 31h
(20) 0.148 x 11/z
1,240 1,470
1,660
1,790
2,220
1 1065
1,265
1,430
1,540
1,910
1130,
w
m n..c
nrn n yen iov
n'ti 40 t�
'"ti' mn' '� o �4n"°
s .
^i'c.n '(
2iori
i o� '
.o ran
3 ��hu:
" rlrra'-
.2 QRfI "
FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Model" MinHeel
N0 Height ° W.
Single 2x Sizes
HTU28 {Max)' " 51/z 15/e :57/6 : 31/z , {2d) 0162 x.3y/2 (20) 0148 x 11/2 1215 2 940 5 0 1 r 1045 1
IBC,
HTU28 (Min.) 37/a 15/s 7A6 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL,
LA
HTU28 (Max.) 71/4 15/s 71/t6 31/2 (26) 0.162 x 31/2 (26) 0.148 x 11/2 1,920 3,820 4,315 4,655 5,015 1,695 1 2,865 3,235 3,490 3,765
I Double 2x Sizes I
HTU28-2 (Min.) 37/a 3s/16 711A6 1 31/2 1 (26) 0.162 x 31/z (14) 0.148 x 3 1 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC,
FL,
HTU28-2 (Max.) 71/4 " 3-5is 71/is 1 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 3,035 3,820 4,315 4,655 5,520 2,610 2,865 3,235 3,490 40, LA
E _ � _ _.. . , ._ 4 W
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between %" and W, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable upri t is 100% of the table bad.
• 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
e
Simpson Strong -Tie® Wood Construction Connectors
HU/HUC/HSUR/L i
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Speedy as an 'X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 'A" x 21/4" Titen 2
screws (Model T TN2-25234M, for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E NIP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 1 3/4' — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/,6"-diameter hole to the specified embedment
depth plus 1/2".
• Altematively, drill the 3/,6"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/,6" drill bit and hex -head driver bit .(Model TTNT01-RC);
a 3/,6" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 1 1/2" and minimum end distance
of 37/a" is required as shown in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
Of 1 ?h" is pe nidted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HU214
AN -ye mt_
Figure 1 — HUG410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
a
23
HU/HUC/HSUR/L
............ . .. - ------- * * ..................... * * * . ...........
Medium -Duty Face -Mount Hangers (cont.)
RD These products are available with additional corrosion protection. For more information, see p. 15.
HU26
HU26X
(4)1/4 x 23/4
1 (4) 1/4 x 13/4
(2) 0.148 x 11/2
1 335
1 1,000
1 335
1 1,545
kU2
��(6)114x "1/4"
X,
1/2
54S,:,
HU24-2
HUC24-2
(4) 1/4 x 21K
(4) 1/4 x 13/4
(2) 0.148 x 3
1 380
1 1,000
1 380
1,545
mu/t)-Z kiviax.j, NUUZO-z k IZJ; 74 X,41/4 _'k I V4 X VAI l0) U111 f4p X _V, 3D I' 9 - ""
HU26-3 (Min.) HUC26.3 (Min.) (8) 1/4 x 2 3/4 (8) 1/4 x 13/4 (4) 0.148 x 3 760 2,000 760 3,200
HU26-3 (Max.) HUC26-3 (Max.) (12) 114 x 2Y4 (12) 1/4 x 13/4 1 (6) 0.148 x 3 1,135 3,000 1,135 3,950
I HU210 I HU21OX 1 (8) '/, x 2�14 1 (8) 1/4 x 1 -/, 1 (4) 0.148 x 1 '/, 1 545 1 2,000 1 760 1 2,415 1
HU210-3 (Min.)
HU0210-3 (Min.)
(14) 1/4 x 2 3/4
(14) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18) 114 x 2 3/4
(18) 1/4 X 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
'(10) -/4
0) 1�4'X,l 3/4
2500
jl'�
HU212-2 (Min.)
H00212-2 (Min.)
(16) 1/4 x 2 3/4
(16) 1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(2 2) 1/4 x 2 3/4
(2 2) 114 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
U 212'(Min.
4x '2�4
x VY4
&
0 0
66
912,
'AM-3
HLJC21i-'3ai
x 4,
AV
-(10),0.14&0�`:"'-;,�"�
1,800
5 5
0"',
;QP5
HU214
HU214X'
1 (12) 1/4 x 2 �K
I (12) 1/4 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU214-3 (Min.)
HUC214-3 (Min.)
4,
(18) 1/4 x 2 3/4
(18) 1/4 x 1
(8) 0.148)(3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(2 4) 1/4 x 2 3/4
(24) 114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
42163�!
HLJ21
4
(8�6, 4 x
1 -515
I 1 1
2920
HU216-2 (Min.)
HUG216-2 (Min.)
(2 0) 114 x 2 3/4
(2 0) 114 x 11/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(2 6) 114 x 2 3/4
(2 6) 114 x 1 �/4
(12) 0.148 x 3
2,015
5,085
2,015
1 5,085
-3
HU216 Min
(20) 2'�4� -
q0) �I
�(8) 0,148 x
20
20,�
.,HU2 6'73,(Maxl
"14
4�
(1 4
5
HU7 (Min.)
(Not available)
(12) 114 x 2 3/4
(12) 114 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) 1/4 x 2 3/4
I (16) '/, x 13/4
(8) 0.148 x 11/,
1,085
3,485
1,085
3,485
HU11 (Min.)
(Not available)
(2 2) 1/4 x 2 3/4
(2 2) 1/4 x 13/4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(3 0) 114 x 2 3/4 I
(3 0) 1/4 x 13/4
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
HU14 (Mm)
(Not available)
(28),"A'x 23
515 :"
':'3,485 �
3;485
(Max) _
Pe '),
�23/4,
§)"/4 X 1"�
2
4, 45
2 0I5
"',
4 24
UPLIFT/SHEAR ANCHOR--F-
EACH TRUSS - SEE B/SKI
PLAN
NOTE: ADD'L FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING A
SCALE: NTs SKI
ED HEEL ROOF TRU55ES ROOF SHEATHING- SEE f
PLAN
SOFFIT/FASCIA- SEE ARCH.
RAISED HEEL ROOF TRUSSES
-SEE PLAN
W'n
i
RIBBON BOARD -
SEE SCHEDULE
FOR SPACING 4
RIBBON BOARD- SEt
FASTENING TO m
SCHEDULE FOR SPACING !
TRUSSES
TRUSSES
FASTENING TO TRUSSES
WALL SHEATHING -SEE PLAN
-
MIN. 15/32' CDX PLYWOOD OR
1/16' 055 WITH 8d GUN NAILS
WALL-
(0.131' X 2 I/2') a 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING-
UPLIFT/SHEAR
RIBBON BOARDS
ANCHOR EACH SEE PLAN a
SEE PLAN
TRU55- SEE PLAN SCHEDULE
DO NOT FASTEN_ RIBBON BOARD
INTO END GRAIN OF ROOF TRUSS
MASONRY WALL -
BOTTOM CHORD
SEEPLAN
RAISED HEEL TRUSS BEARING B
SCALE, NTS SKI
RIBBON 5CHEDULE,
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 3')
(VasXP.
2X4 SPFR
24'
TO EACH TRUSS, (4)
EXP.
B, E
NAILS AT JOINTS
ENCLOSED
;;
Vult=180 MPH
I
(2) 12d GUN (0.131' X 31)
(Vasd=139 MPH)
2k4 SPFe2
l6'
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
�Hm
SHEETTITIE:
Ne90N DETNIFOR
RwrsEo xEEIRooFERussEs
SHEET INFORMATION:
FOB NO: ]dllld
NEISWED: 11.09.Id
ow.vn+er.
REVIEWED er:
SKA
January, 1Q,,,2020'
ors o America nc.,.
-
'~- 'x»uo - -----'--- ---
Teas docu reed has been efectronic* sited
and sesied tlsiitg a NMI sgteVs. Pdtbd
copies Mhout an atiginei signature nwstbs
Yeafied wiingMe edgina eiecToft ve';Jon.
{ COA ;#0 278
;.....��"1 03/10/2021
.1
No, 70UI
y�y y� ��,y��✓� R� �a ,jj
ALPINE
AN ITW COMPANY
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www.alpineitw.com
1
Site `information:
page I.
Customer.' Carpenter Contractors of America
I Job Number: N334502
Job Description: 7A5I320 ,182ED,F ;R101 / 18281CALI/4EBB ELEV.DIF
Address:
Jobto ineerin. Criteria:
Design Code: FBC 7th Ed. 2020 Res IntelliVIEW Version; 20.02.00A
JRef#: 1X31-89750073
Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso: 37.00
Building Type: Closed
This package contains general notes pages, 21 truss drawing(s) and 5 detail(s).
Item ''
'Drawing Number
Truss
1
069.21.1302,22921
Al
3
069.21,1302.23391
A2
5
069.21.1302.22718
A4
7
069.211302.23454
A6
9
069,21.1302.23186
A10
11
069.21.1302.23218
A14G
13
069.21.1302.23061
82GE
15
069.21.1302.23093
C2GE
17
069.21.1302.22858
EJ2
19
069.21.1302.22530
CJ3
21
069.21.1302.23281
HJ7
23
GBLLETIN0118
25
VAL1.80160118
item '
Drainrirtg Niarnbet
'€mass
2
069.21.1302.22936
A1A
4
069.21.1302,22655
A3
6
069.21 A 302,23141
A5GE
8
06 9.21 i 1302.22686
A8
10
069.21.1302.23609
Al2
12
069.21 A 302.22952
B1
14
069.21.1302.22999
C1
16
069.21 A302.23453
EJ7
18
069.21.1302.22875
CJ5
20
069.21,1302.23359
CJ1
22
A16015ENC160118
24
CNNAILSPI014
26
VALTN160118
• Florida Certificate of Product Approval #FL1999
Printed 3/10/2021 1:12:01 PM
General Notes
.Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
.Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet. or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
.Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
,found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-P,G = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.oro.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
�4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 2497411 COMN Ply: 1
FROM: RWM Qty: 16
6'1 "7
6'1"7
Job Number: N334502
,7A5/320 ,182ED,F ,RI01 / 1828/CAL(/4EBB ELEV.D/F
Truss Label: Al
'11"15 19'10" 26'8"l
10"8 1 6'10"1 + 6'10"l
W
5X5
E
10'
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
39,8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
91101,
Cust: R 8975 JROAX31_89750073 �TlO
DrwNo: 069.21.1302.22921
TCE / YK 03/1012021
33'6"9 39'8"
6' 10"8 61 7
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.222 K 999 240
VERT(CL): 0.385 K 999 240
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J
Creep Factor: 2.0
Max TC CSI: 0.617
Max BC CSI: 0.882
Max Web CSI: 0.457
VIEW Ver: 20.02.00A.1020.20
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care
Con;oonent Safety Informatior
braang per BCSI. Unless note
attached riqid ceilin Locatior
as applicable. App�y plates tc
drawings 160A-Z for standard
Alpine, a division of ITW_BuildingComponents Group Inc. shall
10, 1'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1711 /- /- /961 /309 /444
H 1711 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J- H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp. Webs Tens. Comp.
L - D
541 -134 K - F 530 - 745
D - K
530 - 745 F - J 541 -134
E - K
1362 - 605
not, be res .onsible for any deviation from this drawing, any, failure to build the
g,, mstallafion and bracin of trusses. A seal on this drawing or cover page
enng responsibilit�yv solely -for the design shown. The suitabilify and use of this
signer perANSI/TPI 1 Sec.2.
(drawing for any structure is the re
For more information see these web
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249762 / COMN Ply: 1 I Job Number: N334502 Cust: R 8975 JRef:1X31_89750073 T25 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,13101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22936
Truss Label: A1A SSB / YK 03/10/2021
T
1�
7'112 13' i 17'1"12 19'10" 23'8"
7'112 -{- N§14
5X5
F
i 39'8"
31'8"14 F 39'8"
8'0"14 7.11 ":
9.19 + 4'8„11 '{-� f'� g'0"11 + 7'11"5 '+'1'I
s'1"9 12'10"4 14'1114 23'8" 31VI1 39'8"
17'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 93SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may -be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
+ Bottom Chord section between vertcials may
be removed.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE. HS
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.304 P 999 240
VERT(CL): 0.568 P 831 240
HORZ(LL): 0.131 K - -
HORZ(TL): 0.244 K
Creep Factor: 2.0
Max TC CSI: 0.790
Max BC CSI: 0.859
Max Web CSI: 0.988
VIEW Ver: 20.02.00A.1020.20
` rl4q,
�rp00
�OQAC ra�aoq
a« sa
4. 708 1
COAAf1:ONA�.
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /961 /309 /444
1 1556 /- /- /961 /309 /-
Wind reactions based on MWFRS
B . Brg Width = 8.0 Min Req = 2.2
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1412-- 2748 F - G 1408 - 2068
C - D 1815 - 3524 G - H 1217 - 2104
D - E 1436 - 2553 H - I 1424 - 2776
E - F 1564 2530
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2376 -1110 L - K 2402 -1108
Q - M 3085 -1305 K - 1 2405 -1106
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
579 ' - 993
M - F
1687
- 892
C-Q
818 -217
M -L
1746
-572
S - Q
2594 -1210
F - L
559
- 464
Q - D
1079 - 462
L - G
450
- 365
D - M
662 -1221
L - H
477
- 691
"'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"'IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition -of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Join�Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracinq of trusses. A seal on this drawing or cover pare 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this
drawing for any sgructure is the responsibility of the Building -Designer per ANSIrTA 1 Sec.2. ' Suite Fos
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249763 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef: 1X3L89750073 T9 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23391
Truss Label: A2 �SSB / WHK 03/10/2021
6'1"7 12'6"15 19,
8,147 6'5"8 651
;5X5=5X5
E F
39'8"
�1' 10' I 9'10"
10' 19,10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/l0(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
27'1"1 33'6°9 + 39'8"
6'S"1 6'5"8 6'17
91101,
29'8"
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.172 L 999 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.321 L 999 240
B 1556 /- /- /963 /310 /427
HORZ(LL): 0.066 K - -
1 1556 /- /- /963 /310 /-
HORZ(TL): 0.123 K
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Max TC CSI: 0.480
1 Brg Width = 8.0 Min Req = 1.8
Max BC CSI: 0.747
Bearings B & I are a rigid surface.
Max Web CSI: 0.625
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 508 -119 L - F 548 - 356
D - L 521 - 683 L - G 521 - 683
g�it61{trlirptttDft tt E - L 548 -356 G - K 508 -119
p+..q' h t
y
0� �r -a*peas
•
0.7108 1 "
� P
M R
COA # (�t7 ti ONAL
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, hand lin -shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to '
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not. be res onsible for any deviation from this drawing, any failure to build the -
truss in conformance with ANSI 1, or for handling, shipping,, installapion and bracingof trusses. A seal on this drawin or cover pa gge 6750 Forum Drive.
listing this drawing indicates acceptance of professional en meeting responsibilitty�r solelyor the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA:_ sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Odando FL, 32821
SEQN: 249785 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T2 /
FROM: RWM Qty: 1 ,7A5/32O ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22655
Truss Label: A3 SSB / WHK 03/10/2021
6'1"7 12'11"15 19'10" 24'4"
6'1"76'El 4'6"
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h
Spacing: 24.0 " C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; 133,134 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=5X5
E
83
III4X4
33'6"9
6'1"7
20'8" 5'8" 13,4"
_i 9'10" 4,6„ 54"
19'10" -i- 24,4„
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or*=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.042 M 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 871 /_ /_ /610 /172 /444
Lu: NA Cs: NA
VERT(CL): 0.082 M 999 240
Snow Duration: NA
HORZ(LL): 0.013 C - -
N* 323 /- /- /156 /73 A
HORZ(TL): 0.024 C
H 508 /- /- /427 /147 /-
Building Code:
Creep Factor: 2.0
Wind reactions based on MWFRS
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.968
B Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.737
N Brg Width = 68.0 Min Req = -
Rep Fee: Yes
Max Web CSI: 0.550
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N, & H are a rigid surface.
FT/RT:20(0)/10(0)
Bearings B & H require a seat plate.
Plate Type(s):
Members not listed have forces less than 375#
WAVE
VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 606 -1330 G - H 246 - 579
C - D 479 -1037
03/10/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - M 1138 - 532 K - J 952 - 668
M - L 691 - 320 J - H 484 -143
L - K 967 - 695
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - M 375 - 360 K - F 885 -1602
M - D 558 -150 F - J 573 - 255
D - L 559 - 723 J - G 495 - 484
L - F 785 - 272
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be res onsible for any deviation from this drawing, any. failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installa�on and bracin4 of trusses. A seal on this drawinfq or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLineering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibildy of the Building-Uesigner per ANSI/T_WI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821
SEQN: 249765 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 Te /
FROM: RWM Qty: 1 , A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22718
Truss Label: A4 �SSB / WHK 03/10/2021
7'1014 17' 22'8"
7'10"14 I 9'1"2 68"
�1 10
10,
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" cc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=5X5 =5X5
D E
39'8"
9110" 9.10"
19,10" 29'8"
0w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
1w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
31'9"2 39'8"
9-1'T 7'1014
Defl/CSI Criteria
PP Deflection in ]cc Udefl U#
VERT(LL): 0.149 J 999 240
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
VIEW Ver: 20.02.00A.1020.20
9�@(Ayg�bl94B ypht,P{fey
a° o
i
0.7108 1
0
COA ON A��
03/10/2021
10, 1'
39'8"r
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /965 /318 /386
G 1552 A /- /965 /318 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 1 - G 2393 -1352
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 498 -448 E - I 770 -435
K - D 770 - 435 I - F 498 - 448
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Corrjponent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly -
attach6d rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicable. Applgy plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawingor cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitryy solelyor the design shown. The suitabiliy and use of This Suite 305
drawing for any structure is the responsibility of the Building Designer per ANSI/T 1 1 Sec.2.
For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; _ ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN:249766/ COMN Ply: 1 Job Number: N334502 Cust:R8975 JRef1X3L89750073 Ttt /
FROM: RDP Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALIMEBB ELEV.D/F DrwNo: 069.21.1302.23141
Truss Label: A5GE SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL:- 10.00
Des Ld. 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
�1711'11
' 23'15
f'11'4
4
fi'1'7 1910' 21'1 ' 23'1 ' 378' 3�'b J 39'8•
F fi'17 3�8'9 1l-i' F fi'1o•1 7 7 2YP1�I1�9 N
m5K8
21' iS' -i 13'8•
5' 3'8' 1 5+ T
1a 21' F.-29'8' 378' 391r
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1;
Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at 10.67
TC: From 76 plf at 10.67 to 76 pif at 32.67
TC: From 56 plf at 32.67 to 56 plf at 40.67
BC: From 20 plf at 0.00 to 20 pif at 39.67
BC: 128 lb Conc. Load at 23.21,23.79
PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98)
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
21-11.12 1 3'10'8 =, 13712 -1
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.114 AE 999 2
VERT(CL): 0.228 AE 999 2
HORZ(LL): 0.049 1 - -
HORZ(TL): 0.097 1
Creep Factor: 2.0
Max TC CSI: 0.679
Max BC CSI: 0.825
Max Web CSI: 0.970
VIEW Ver: 20.02.00A.1020.20
Laterally brace chord above/ below filler at
24" OC (or as designed) including a lateral
brace on chord directly below both ends of
filler (if no rigid diaphragm exists at that point)
8~ 4 4
i ® f•
•
4.70�
a �
f
COA�Ab(�V9•YONAI.o\V��\8
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 768 /- /- /501 /331 /444
AB 2335 /- /- /955 /1010 /-
Z 1089 /- /- /488 /358 /-
T 516 1- /- /401 /224 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
AB Brg Width = 8.0 Min Req = 3.2
Z Brg Width = 8.0 Min Req = 1.5
T Brg Width = 8.0 Min Req = 1.5
Bearings B, AB, Z, & T are a rigid surface.
Bearings B, AB, Z, & T require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C
476 -1085
I - J
395
- 201
C - D
345 - 809
J - K
395
- 206
D - E
408 - 753
K - L
545
- 272
E - F
420 - 751
L - M
613
- 304
F - G
406 - 669
M - N
511
- 252
H - 1
377 -189
S - T
231
- 600
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -AH
918 -475
AD -AC
480
-256
AH-AG
480 -256
AC -AB
471
-327
AG-AF
480 -256
X - W
483
-157
AF-AE
480 -256
W - V
483
-157
AE-AD
480 -256
V - T
483
-157
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
AH-AI
508 -256
AB -AR
325
-523
AI-AJ
546 -274
AR -AS
450
-561
AJ-G
506 -266
AW-Z
277
-756
G -AL
519 - 941
A W- N
241
- 683
AL -AN
499 - 922
N -AX
678
- 358
AN -AP
521 - 959
AX- X
687
- 352
AP -AC
546 -995
X -AZ
298
-477
AC- K
794 -498
AZ -BB
271
-470
K -AB
570 -1384
BB- S
321
- 454
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin -shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) toy safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless -noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly -
attacheU rigid ceilin Locations shown for permanent laterel restraint ofywebs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Applgy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI[ PI 1, or for handling, Forum Driveshipping,installation and bracingof trusses. A seal on this drawingor cover page
listing this drawing indicates acceptance of -professional engineering responsibili�y solely -for the design shown. The suitability and use of this 6750
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite FFos
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Odando FL, 32821
SEQN: 249767 / HIPS Ply: 1 Job Number: N334502 Cust: R 6975 JRef:1X3L89750073 T7 /
FROM: RWM Qty. 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23454
Truss Label: A6 SSB / WHK 03110/2021
7'10"14 15' 24'8" 31'9"2 39'8"
7' 10"14 7'1 "2 9'8" 7' 1 "2 7' 10"14
p6 T3 �6X6
E
1' 10,
r 10'
91101,
19,10"
39'8"
910"
29'8"
10, 1
39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.159 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- A /962 /328 /346
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.298 J 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.061 1 - -
G 1552 A /- /962 /328 /-
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.115 I - -
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CS: 0.913
G Br Width = 8.0 Min Re 1.8
g 9 =
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.760
Bearings B & G are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.474
Bearings B & G require a seat plate.
Loc. from endwall: not in 9.00 ft
/10 0 0
FT/RT:20 () ()
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
o n
Lullluer
C - D 1826 - 2538
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910
F - G 1807 - 2729
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp.
Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2363 -1483
member design.
J - 1 1847 -1110
K - J 1847 -1131
Wind loading based on both gable and hip roof types.
I - G 2363 -1462
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
C - K 394 - 358
E - I 628 - 300
K - D 628 - 300
I - F 394 - 358
4�ttta+,erorlrrrrrt�ar, it
H, // P
der %fi;.
t,, �, k 5• • ,te
®l�r
i 0
h 0
ai. 08 i � s
0 �
• o
O
0
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handling shipping,
Component Safety Information, by TPI and SBCA) for safety
bracing BCSL Unless
installing and bracing. Refer to and follow the latest edition of BCSI (Building
practices prior to performing these functions. Installers shall provide temporary
per noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have braem installed per BCSI sections 83, B7 or B10
Apply face '
as applicable. plates to each of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing trusses. A this drawing
_ of seal on or cover pa a
listing this drawing indicates acceptance of professional encLsneering responsibilittyv solely -for the design shown. The suitability and use of This -
drawing for any structure is the responsibility the Building -Designer ANSI/TPI Sec.2.
6750 Forum Drive
Suite 305
of per 1
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org
Odando FL, 32821
SEON: 249768 / HIPS
Ply: 1
ob Number: N334502
b r, N33
8975 JRef:1X3L89750073 76 /
FROM: RWM
Qty: 1 J�7A,5/320
,RI01 / 1828/CALI/4EBB ELEV.D/F
FDns,N,:069.21.1302.22686
Truss Label: AB
WHK 03/10/2021
6'9"4 13' 19,101, 26'8"
3210"12 39'8"
6'9"4 6'2"12 6-10" 6'10"
6.2"12 6'9"4
:5X5 1112X4 =5X5
D E F
T
12
6 � k2C4 Wa02X4
r�
o_
'n
io W3
B
H
A
A�
I8,8„
4X6(A2) -5X5 =5X8 =5X5=4X6(A2)
39'8"
1' i 10' i 9'10"
10, 1'
10' 19,10" 29'8"
+' 39,8„ 'f
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 /- /- /953 f716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- /- /953 [716 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft - Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A. 1020 .20
Lumber 1
B - C 2014 -2780 E - F 1973 -2289
C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N;
D - E 1973 -2289 G - H 2O14 -2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 - 339 K - F 425 - 401
L - D 535 -183 F - J 535 -183
D - K 425 - 401 J - G 381 - 339
gggtut117/#fr'jo1f/lPj�'
E-K 585 -391
�;,�
o �r
0.708 1
a
s m
S AT 0
%
COA�ONAL�A
'++W�lrsfletlae®tt��'����
03/10/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING
*"IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installingand bracing. Refer to and follow the latest edition
Component Safety Information, SBCA) r
of BCSI (Building
by TPI and safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless noted otherwise, top chord shall have and bottom have
per propery attached structural sheathing chord shall a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or B10,
as applicable. Apply plates to each face -of truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in ANSI 1, for handling, bracing trusses. A this drawing
conformance with or shipping,, Installation and of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en Ineering responsibility solely -for the design shown. The suitability and use of this Suite For
drawing for any structure is the responsibility of the BulldingVesigner per ANSI/TPI 1 Sec.2.305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249769 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef:1X3L89750073 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23186
Truss Label: A10
SSB / YK 03/10/2021
5'9"4 11' 19' 28'8"
33'10"12 39'8"
4 5 2 '12 8' 9'8"
5'2"12 '+ 5'9"4
:5X5 =5X5 =5X5
D T2 E T3 F
12
6 � 2X4 W
� 2X4
o C (a) (a)
G
in W3
io
io
B
H
A
116'6"
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
39'8"
10' 9'10" 9'10"
10, 11�
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240
B 1556 /- /- /940 /718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 A A /940 /718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Br g Width = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.670
BCDL: 5.0 psf
H Br Width = 8.0 Min Re
9 q = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.758
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2194 -2804 E - F 2388 -2695
C - D 2056 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T2 2x4 SP #1;
D - E 2506 -2775 G - H 2184 - 2797
T3 2x4 SP 2400f-2.OE;
Botchord: 2x4 SP #1;
We
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per PI y (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
-1K - J 2163 -1 578
B - L 222
(a) 1X4 #3SRB or better continuous lateral restraint to
L - K 21446 -1573
73 J - H 2440 -1822
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
Maximum Web Forces Per Ply (Ibs)
erection contractor.
Webs Tens.Comp. Webs Tens. Comp.
(a) or scab reinforcement may be used in lieu of CLR
L - D 470 -72 K - F 628 -616
restraint. substitute (1) scab for (1) CLR and (2) scabs
D - K 743 -785 F - J 466 - 52
for (2) CLR'S where shown. Scab reinforcement to be
E - K 794 -538
same size, species, grade, and 80% length of web 4ssrvt
member. Attach with 0.128x3" gun nails @ 6" oc.aurtror
00
p� o
Wind
Wind loads based on MWFRS with additional C&C .`w+®�°•A�1�"y
design.
member
Wind loading based on both gable and hip roof types.
®.708 i
« R
o � m 4g
Q
A / 8
i +q� N
COA f0 ��L �iX1
4d�lii#�if�6��
03/]0/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
of BCSI (Building
Component Safety Information, by TPI and SBCA) fe'r safety practices prior to performing these functions.- Installers shall provide temporary
bracingper BCSL Unless noted otherwise, to chord shall have pro erly attached structural sheathing and bottom chord shall have a properly
attachd rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
Defer
as.applicabge. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
to
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
truss in with ANSI/TPI 1, or for handling, installation bracingof trusses; A seal on this drawnq or cover
conformance shipping, • and page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili��r solelyor the design shown. The suitability and use of this - Suite 305
-Designer
drawing for any structure is the responsibility of the Building per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: imsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2497701 HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JR&AX31-89750073 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,Ri01 / 1828/CAL1/4EBB ELEV.D/F
DrwNo: 069.21.1302.23609
Truss Label: Al2
SSB / WHK 03/10/2021
L 9' 17' 22'6" 30'8"
39'8"
r 9' 8' '� 5 8 F' 8'
9,
=6X6 T2 =5XD5 =4E4 T3
=6F6
12
6
T
o (a) W (a)
a W5
e
G
A
H
4X6(A2) - 6X6 = 6X6 = 6X6 = 4X6(A2)
39'8"
1' 10' L 9'10" 9110..
10, 1'
10' r 19,10" 29'8"
39'8"
Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA - VERT(CL): 0.469 J 999 240
B 1556 /- !- /921 f720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 /- /- /921 f720 /-
EXP: C Kzt: NA
Des Ld. 37.00 HORZ(TL): 0.150 1
Wind reactions based on MWFRS
NCBCLL: 10.00 Mean Height: 15.00 ft 9 p
TCDL: 4.2 sf Building Code: Creep Factor: 2.0
p
B Br Width = 8.0 Min Re 1.8
9 q =
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.834
Bearings B & G are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): I
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2250 - 2705 E - F 2239 - 2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - K 2330 -1856 J - 1 3176 -2629
be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 - 2647 1 - G 2329 -1835
naiis(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
C - K 718 -428 E - I 944 -834
for (2) CLR'S where shown. Scab reinforcement to be
K - D 940 -832 1 - F 718 -430
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.�{tiilGtgUNiJtI�
it
Wind
Wind loads based on MWFRS with additional C&C-'� e*•°O°`°+o� ��'�i�
member design.5.�'•`+a
Wind loading based on both gable and hip roof types. �T' •°
o`
o. 708 I
e �
•; A� 0 •.r�
g°s
COA /X AL p0.
fSpRenitI018.
' 03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition
of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide
bracifig BCSI. Unless noted top have attached structural sheathing and bottom chord, shall
temporary
have a
f�er otherwise, chord shall proper)Y properly
attache. rigpid ceiling Locations shown -for permanent lateral restraint of webs shall have bracing installed BCSI sections B3, B7 or 1310,
per
as applicable. Apply plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildirhQComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/TPI 1, -or for handling, shipping,, installation and bracin of trusses; A seal on this drawing or cover pa ga 6750 Forum Drive
listing this drawing indicates acceptance of professional encc�Lineering responsibilittyy solely or the design shown. The suitabilit and use of This Suite 305
drawing for is the responsibility the Building -Designer ANSI/TPI 1 Sec
any structure of per .2.
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249781 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef:1X3L89750073 T31 /
FROM: LPM
Qty: 1
7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23218
Truss Label: A14G
SSB / YK 03/10/2021
77' 28'4"
34F4 3
6' + 6' 9,4"
79'8"
4 4 r i
s 6X6
1\16C6 =4pT2 T3 F 4 _=SX10
12 =H114
T4 G
T 6�
T
EO
b (a) W
m
(a)
A
1 B
H
T3
11�6,8„
5X5(A2) -H0510 =4X4 -6X8 1115X5K
B3 -4X6 =3X6(A1)
28'4" i
1'1'4"
1' 8' 1010"4 5'1"12 4'4"
4'4" 7' 1'
7 8' 18'10"4 28�4" }�32,11"
39,V.
Loading Criteria (psq Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.179 D 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240
B 1922 /_ /_ /_ /884 A
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 /- A /- /1911 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.091 L
H 80 A /- A /60 A
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
Wind reactions based on MWFRS
TCDL: 4.2 sf
Soffit: 0.00 p FBC 7th Ed. 2020 Res. Max TC CSI: 0.846
BCDL: 5.0 psf
B Brg Width = 8.0 Min Req = 1.6
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785
K Brg Width = 8.0 Min Req = 5.9
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 it Rep Fac: No Max Web CSI: 0.819
Bearings B, K, & H are a rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0)
Bearings B, K, & H require a seat plate.
GCpi: 0.18 Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS I VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
B - C 1596 - 3565 E - F 169 - 505
T4 2x6 SP SS;
C - D 1465 - 3467 F - G 400 -180
Bot chord: 2x4 SP 2400f-2.OE; B3 2x4 SP #2 N;
D - E 1332 -3056 G - H 538 -269
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1 X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun
B - N 3126 -1377 L - K 786 -1874
nails(0.113"x2.5",min.). Restraint material to be supplied
N - M 3815 -1821 K - J 786 -1874
and attached at both ends to a suitable support by
erection contractor.
M - L 2986 -1327 J - H 179 - 399
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
Maximum Web Forces Per Ply (Ibs)
for (2) CLR'S where shown. Scab reinforcement to be
Webs Tens.Comp. Webs Tens. Comp.
same size, species, grade, and 80% length of web �tttiJlttliaiJJe/��,
member. Attach with 0.128x3" gun nails @ 6" oc. °fif�J
C - N 1089 -274 L - F 3047 -1224
r
x q r<r,�f
Loading
N - D 440 -430 F - K 2007 -4053
D - M 568 -883 F -J 1889 778
�t�?`*9y®•A>
°'• r '.
M - E 834 - 67 G - J 344 - 528
#1 hip supports 7-0-0 jacks with no webs. d a®•` �fi
�°�. �� •�o
E - L 1423 - 3051
Wind � •+ a %-
Wind loads and reactions based on MWFRS. f ® 7$ Is
Wind loading based on both gable and hip roof types. •
WARNING! This truss is not symmetric, but its
exterior geometry makes erection error more "
probable. It is imperative that this truss be installed S 1,T ®
0
ifs ;
properly. .�$ k
•
®(r�ape�upa1a"n
C
COA'�t7,�
d�a919b4f���1S'`,
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition
r
of BCSI (Building
ComQonent Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide
bracing BCSI. Unless noted top chord shall have attached structural sheathing and bottom chord shall
temporary
have a
per otherwise, propery
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed BCSI sections
properly _
53, B7 or B10,
per
as applicable. Apply plates -to each face. of truss and as shown above and on the Join Details, unless noted otherwise.
Refer to
position
drawings 160A-Z for Refer General Notes for information.
standard plate positions. to job's page additional
Alpine, a division of ITW BuildinQ Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
truss in ANSI 1, for handling, bracingof trusses; A seal on this drawing or cover
conformance with or shipping,, installation and page 6750 Forum Drive
listing this drawin indicates acceptance of professional' en sneering responsibility solelyorthe design shown. The suitability and use of This - Suite 305
is BuildingUesigner Sec
drawing for any structure the responsibility of the per ANSI/TPI 1 .2.
For more information see these"web sites: Alpine: aI ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249771 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T20 /
FROM: RWM city: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22952
Truss Label: B1 SSB / WHK 03/10/2021
a
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
57'4
5'7"4
8'
8'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
10'8"
FO0.12
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
15'8"12 21'4"
5'0"12 57'4
4X4
D
21'4"
54"
13'4"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.047 H 999 240
VERT(CL): 0.088 H 999 240
HORZ(LL): 0.020 G - -
HORZ(TL): 0.037 G
Creep Factor: 2.0
Max TC CSI: 0.371
Max BC CSI: 0.611
Max Web CSI: 0.232
03/10/2021
Ve r: 20.02.00A.1020.20
6'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- /529 /397 /229
F 805 A !- /464 /361 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 1190-1344 D-E 1113 -1152
C-D 1104 -1146 E-F 1201 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 993 G - F 1161 - 955
H - G 795 - 539
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 471 - 284 D - G 394 - 335
H - D 383 - 322 G - E 479 - 289
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
ComRonent Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
braciF�g per BCSI. Unless noted otherwise, -top chord shall have proper)Y attached structural sheathing and bottom -chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Referto'
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. §hall not, be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en meering responsibili_%t�r solelyor the design shown. The suitability -and use of this Suite For
drawing for any sCructure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2.305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:249772! GABL Ply: 1 Job Number: N334502 Cust:R8975 JRef:1X3L89750073 T3 /
FROM: RWM Qty: 1 - 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23061
Truss Label: B2GE �SSB / YK 03/10/2021
10,8" 21'4"
10'8„ +' 10,8., ' I
i' 4,8„ 1 2
(TYP) =4F4
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 it
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS-Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
=bXb
21'4"
21'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 R 999 240
VERT(CL): 0.007 R 999 240
HORZ(LL): 0.005 L - -
HORZ(TL): 0.006 L
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.164
Max Web CSI: 0.069
VIEW Ver: 20.02.00A.1020.20
,f
a
0 7Q8 1
� s
r �
n r
0 p
® rtr°
COAL tbj�.!_QNrQ�,,. �,`a3�S'�
03/10/2021
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 245 /- /- /134 /103 /243
J* 72 /- /- /35 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 248 Min Req = -
Bearings B & B are a rigid surface.
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
`*IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing. and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roper)v attached structural sheathing and bottom chord shall have a properly
attached r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10,
as applicab)e. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/I PI 1, or for handling, shipping,, installation and bracinlof trusses. A seal on this drawm or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engir eering responsibili((�� solely -for the design shown. The suitabilify and use of this Suite Fos
drawing for any sQructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249773 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T19 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22999
Truss Label: C1 SSB / WHK 03/1012021
7'
7'
M
b
33
=5X5
C
14'
14'
7'
7' 7'
T 14'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.014 E 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.025 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.008 E - -
Des Ld: 37.00
C Itzt: NA
HORZ(TL): 0.013 E - -
Building Code:
NCBCLL: 10.00
ca
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.767
Load Duration: 1.25
MWFRS Parallel Dist:-0 to h/2
TPI Std: 2014
Max BC CSI: 0.503
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.119
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 588 A A /371 /272 /158
D 527 A A /305 /234 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 805 - 740 C - D 807 - 739
'Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 598 - 542 E - D 598 - 542
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing -and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing Rer BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigqid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or 810,
as applicable. Apply Oates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawin or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional encqlmeering responsibilittyv solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aI ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249774 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T1 /
FROM: RWM Qly: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrvNo: 069.21.1302.23093
Truss Label: C2GE SSB / WHK 03,10/2021
7' 14'
7' 7'
�5.�-2'------
(TYP)
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc, from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
=axa
D
14'
14' 1'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): 0.005 J 999 240
VERT(CL): 0.008 J 999 240
HORZ(LL): 0.004 H - -
HORZ(TL): 0.006 J
Creep Factor: 2.0
Max TC CSI: 0.308
Max BC CSI: 0.177
Max Web CSI: 0.142
Ver: 20.02.00A.1020.20
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for 1w0►tututuatruyr
gable wind bracing and other requirements.EN
\ , !• oryy�y
a. T08 I
Ai
. ; e
Wz
COA L, N AL
03/10/2021
♦ Maximum Reactions (Ibs), or "=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B' 68 /- /- /38 /30 /13
F 268 /- /- /206 /134 /-
Wind reactions based on MWFRS
B Brg Width =159 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 377 -129 D - E 376 -129
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 - 238 H - E 511 - 238
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary. -
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10,
as applicable. App�y plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. $hall not, be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawmg or cover pare 6750 Forum Drive__ _
listing this drawing indicates acceptance of -professional enpmeenng responsibilittyy solelyorthe design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibiliV of the Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2497831 EJAC Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T15 /
FROM: RWM Qty: 14 ,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23453
Truss Label: EJ7 �JB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12'2"l 1
12
6 F,�-
o LO
co (M
.a.
B
1-3 A 8-8"
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7'
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
0
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
-0 Mill
03/10/2021
Ver: 20.02.00A.1020.20
"ff
1V:
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- P
/249 /108 /208
D 125 /- /-
/73 /- P
C 174 A /-
/128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.6
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to pertorming these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chords
have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover paqe
listing this drawing indicates -acceptance of professional encLineenng responsibilityy solely or the design shown. The suitabilify and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249776 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T23 /
FROM: RWM Qty: 2 , A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22858
Truss Label: EJ2 KD / WHK 03/10/2021
12
C
9'8n4
S0
B � Lo
4 r 8ipn
A;
O
D
2X4(A1)
1' 2'
2'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00 -
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.1 a
Plate Type(s):
Wind Duration: 1.60
IArA%IC
Lumber
Top chord: 2x4 SIP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 A A /140 /54 /52
HORZ(LL): 0.000 D
D 32 /- A /18 /- !-
HORZ(TL): 0.001 D
C 34 A /- /20 /26 A
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.137
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.026
D Brg Width = 1.5 Min Req = -
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearings B, D. & C require a seat plate.
Members not listed have forces less than 375#
VIEW Ver: 20.02.00A.1020.20
9
`®. �g1•eq j'
� s
x Q. 70$ 9
AT
COA �J ALt"16,
(3/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
;es require extreme care in fabricating. handling. shiooina. installing and bracing. Refer to and follow the latest edition of
id ceilin Locations shown for)pmanent lateral restraint of webs snail nave dracmq instaiiea wtss per rsi gmions , ni or eci u,
e. Appley plates to each faceoftruss and position as shown above and on the Joint Details, unless note otherwise. Refer to
i0A-Z far standard plate positions. Refer to job's General Notes page for additional information.
fision of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
formance with ANSI/TPI 1, or for handling, shipping,. installation, and bracingof trusses. A seal on this drawing or cover pa e
rawing indicates acceptance gf professional engneering responsibility solely for the design shown. The suitability and use of ihis
any structure is the responsibility of the Building esigner per ANSI/T I 1 Sec.2.
xmation-see these web sites: Alpine: alpineitw com; TPI• tpinst org; SBCA: sbcinduslrycom; ICC: iccsafe org; AWC: awc.org
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249777/ JACK Ply: 1 Job Number: N334502 Cust: R8975 JWAX3L89750073 T18
FROM: Qty: 4 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22875
Truss Label: CJ5 KD / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SDacino: 24.0 "
C
11'2"5
12
6•�
M
d) �
iV iM
B
A 8,8„
1 + 4'11"4 I
4' 11 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
03/10/2021
EW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 256 /- /-
/200 /88 /152
D 89 /- /- I
/51 /- /-
C 118 /- /-
/85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
**WARNING'"' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an fabricating,
for safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
aid ceiling Locations shown for permanent lateral restraint of webs shall have bracininstalled per BCSI sections B3, B7 or B10,
le. AppTy plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of
truss in conformanc
listing this drawin
drawing for any stru
For more information
deviation from this drawing, any failure to build the
of trusses. A seal on this drawtn or cover page
Rr the design shown. The suitability and use of This
ICC: iccsafe.org; AWC:
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249778 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JR&AX3L89750073 T21 /
FROM: Qty: 4 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302,22530
Truss Label: CJ3 �SSB / WHK 03/10/2021
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2'11"4
211 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
0
C
Defl/CSI Criteria
PP Deflection in loc L/defl L!#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
10'2"5
0)
M
CV
81811
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 185 /- !- /156 /71 /99
D 50 /- /- /27 A /-
C 63 A /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
v-�'Q' U t M �� f
CAA # ;4'St
�dt3�0if6�1�
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of.BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent -lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, as applicabgle. Apply plates to each face of truss and position.as shown above and on the Join Details, unless noted otherwise. Pefer to
drawings-1 60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Com onents Group Inc. shall no be r v' p ccLt p p t, esponsible for any deviation from this -drawing, any.failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installattion and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enQmeering responsibilityry solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: icosafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249779 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T22 !
FROM: Qty: 4 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23359
Truss Label: CA SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
12
6 � C
1, 11114
11 "4
_F T 9r2"5
co
M 8'8n
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.000 D
EXP: C Kzt: NA
Mean Height: 15.00 ft
Building Code:
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s);
Wind Duration: 1.60
%AfA%/=
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Trusses
Compont
bracing
attache
as applic
• drawings
Alpine, a
truss in c
listing thi
drawing 1
•I For more
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
COA��wuA�`t ,�
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /145 176 /45
D 11 /-2 /- /14 /10 /-
C - /-15 /- /29 /33 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricatin handlin shipping, installing and bracing. Refer to and follow the latest edition of BC
SI (Building
t Safety Information, by TPI anc�'SBCA) fo'r safety practices pnor to pertorming these functions. Installers shall provide temporary
BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
ceiling Locations -shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections 63, 67 or B10,
e. Apply plates to each face.0 truss and position as shown above and on the Joint Details, unless noted otherwise. F(efer to -
wH-c for stanaara piate posnions. reefer to loos uenerai Notes page Tor aaaRlonal information.
rision of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawipg, any, failure to build the
formance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page 6750 Forum Drive
rawin indicates acceptance ;of professional engineering responsibilit solely -for the design shown. The suitabilit9y and use Nis
any sfructure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. Suite 305
rrmation see -these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249780 / HIP_ Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T27
FROM: RWM Qty: 2 , A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23281
Truss Label: HJ7 KID / WHK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"11
C
12'2"3
12
4.24 a 2X4
C
v
m �
ih
v
B
T
4 3 A plpll
FE UU
2X4(A1) =4X4
1'5" I 9'2"2
9'2"2
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pt. NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 0.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: No
Loc. from endwall: NA
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.0E;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setbackjacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0. 1 62"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
7"
9' 1
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.040 F 999 240
VERT(CL): 0.076 F 999 240
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 !- /- /- /154 /-
HORZ(LL): 0.010 C - -
E 364 /- /0 /- /84 /0
HORZ(TL): 0.018 C
D 214 /- /- !- /177 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.546
B Brg Width = 10.6 Min Req = 1.5
Max BC CSI: 0.416
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.260
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
r'O, lw p�pPa°4up®t
r
S AT i� tr �.
A
4.
°�d a °mp6'` i✓ Y
............s
V �
03/10/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme -care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached r! id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7- or B10,
as applscab�e. Apply.plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.- Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Al line, a division of ITW Buildin C qq omponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
tr ss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses; A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional ancLsneering responsibilityy solely -for the design shown. The suitability and use of finis
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.or Orlando FL, 32821
Gable Stud Reinf orcement Detail
ASCE 7-16i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 Mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
fir, tpn mnh WI-1 Q... A IRI Me..,.. uei..t..+ o+L.n.. r--, --- I — ..__ n — _ .....
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace xx
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace ■
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
S P r
#1 #2
U
#3
3' 8''
5' 9'
6' 2'
7' 8'
i' 11'
9' 11
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Hrr
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Q
f
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
r
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
_
r
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P r
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
IJ P
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
Q
O
�l
Standard
4' 2'
6' 1'
6' 5'
8' i'
8' B'
10' 5'
10, 10'
12, 8'
13' 7'
14' 0'
14' 0'
\
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
/
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13, 11'
14' 0' 1
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6.'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10' 11'
1 13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10, 2'
10, 10'
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
_
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
LIP
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10.
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9' 1
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
rt
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7
6' 6'
6' 11'
8' 8'
9' 3 1
11' 6' 1
12' 0' 1
13' 7'
14' 0'
14' 0'
14' 0'
Ab.a
able Truss
Dlagonal brace options
vertical length may be
doubled when diagonal
18'
brace Is used. Connect
L
diagonal brace for 600#
at each end. Max web
'L' Brace End
total length is 14'.
Zones, typ,
2x6 DF-L #2 or
J451*(as
better diagonal
r
Vertical length shown
!
braces single
8.
In table above,
or double cut
shown) at
L
'
upper end.
Connect dlagonnl at
midpoint of vertical web.
Refer to
chart fik
"WARNMON READ AND FDLLOV ALL NOTES IN THIS DRAVM
—IMPORTANT— F11aGSH THIS DRAVM TO ALL CONTRACTORS INCLUDING THE INSTALLERSy
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Ref tq
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s1
practices prior to performing these functions. Installers shall provide temporary bracing pe, B
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo I
shall have a properly attached rlgid telling. Locations shown for permanent lateral restraint f
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to en
r
of truss and position as shorn above and on the Joint Details, unless noted otherwise.
P' N E
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV BuRdIng Components Group Ina shall not be responsible for any deviatT
tA*`
his drawing, any failure to buRd the truss In conformance with ANSI/TPI 1, or for handling, ship)
AN ITW COMPANY
Installation $ bracing of trusses.
A sent on this drawing or cover page listing this drawing, Indicates acceptance of professional
1\5141 Earth\Ci \Ex Expressway
tY P y
engineering responsibility solely for the design sham The suitability and use of this drawing
\ \ Suite\ 242
for any structure Is the responsibility of the Building Designer per ANSI/TPT 1 Sec?_
\ \ Earth\ City,\ MO\ 63045
For more Information see this Job's general notes page and these web sites,
ALPINE, www,alpineltmcomi TPI, www,tpinstorgi SBCA, wvw.sbcindustry.orgi ICC, wwrlccsafearg
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standard #2 1 Stud
#3 1 Stud #3 Istandard
Dou ins Fir -Lurch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
Group Bi
Hen -Fir
#1 & Btr
#1
Do u ins Fir -Larch Southern Pinewww
#1 #I
#2 #2
lx4 Braces shall be SRB (Stress -Rated Board).
wwFor lx4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values maybe used with these wades,
Gable Truss Detail Notes;
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhung, or 12' plywood overhang,
Attach 'L' braces with 10d (0,128'x3.0' min) nails.
)K For (1) 'L' brace- space nails at 2' o.c,
In 18' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces, space nails at 3' o.c.
In 18' end zones and 6' o,c. between zones.
'L' bracing must be a minimum of 80X of web
member length.
Gable Vertical Plate Sizes
Vertical Len th
No SrAlce
Less than 4' 0'
2X3
Greater than 4' 0', but
3X4
tpl�fj
less than 11' 6'
Greater than 11' 6'
4X4
Refer to
peakcommon truss design for
, splice, and heel plates.
e+ '!V Refer to the Building Designer for conditions
ve ti° le th, not addressed by this detail.
REF ASCE7-16-GAB16015
DATE 01/26/2018
DRWG A16015ENC160118
V46A�-/
,. �S v MAX, TOT, LD, 60 PSF
46;0,05/10/2021
MAX, SPACING 24,0'
'T
Relnfoi
Memk
Ga
Tr
Gable Detail
I• For Let -in Verticals
Gable Truss Plate Sizes
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
rb, and heel plates.
vertical plates overlap, use a
,te that covers the total area of
Lapped plates to span the web,
e 2X4
2X4 r2X
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nnlls,
10d Common (0,148'x 3,',min) Nails at 4' o,c, plus
(4) nails In the top and bottom chords,
Toenalled Nnlls,
10d Common (0,148'x3',m1n) Toenails at 4' o.c. plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 8 ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 1 ��`ft
S11530ENC100118, S12030ENC100118, S14030ENC �� �30 1001�8,
S18030ENC100118, S20030ENC100118, S20030E O1 Ip b10
See appropriate Alpine gable detail for maxlr> . e .1k2'eg
"VARHI]i READ AND FDLLOV ALL NOTES ON THIS DRAVINGI as a 0. 0 #
"D(PORTANTQ FURNISH THIS DRAVTNG TO ALL CONTRACTORS INCLUDING THE INSTALLERSg e
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refe" nj
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) Fa s t)q e
practices prior to performing these functions. Installers shall provide temporary bracing pe BCSL w
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chopo
shall have n properly attached rigid telling. Locations shown for permanent lateral restraint f sw ii LF
da shall have bracing Installed per BCSI sections B3, B7 or BIG, as appllcable. Apply, plates to eat$
t241NEof truss and position as shown above and an the Joint Details, unless noted otherwise. .' • �4
Refer to drawings 160A-Z for standard plate positions.
P' a division of ITW Inc. shall not be responsible for any devinti r� r s am
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shlppin fl dwoa+�awp'1
AN ITW COMPANY Installation 6 bracing of trusses.
A seal on this drawing or cover page Ustldg this drawing, Indicates acceptance of professbnnl
11514\ Earth\ City\ Expressway englneering responsibility solely for the design shown The suit Mty and use of this drawing y0`�:5�10/2(
responsibility\\Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec8 Ti,
11 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites,
ALPINE, www.nlpineltw.com) TPI, vw.tpinstargi SEC& wvw.sbcindustry.argi ICO wwwlccsofe,org
'T' Reinforcement Attachment Detall
'T' Relnforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord,
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
eb Length Increase w/ 'T' Brace
Example,
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1> 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf,
'T
MAX, TOT, LD, 60 PSF
DUR, FAC, ANY
MAX, SPACING 24,0'
REF LET -IN VERT
DATE 01/02/2018
DRWG GBLLETIN0118
• A
S
NAIL SPACING DETAIL
MINIMUM SPACING . FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS
AND STAGGER NAILING FOR TWO BLOCKS, GREATER SPACING MAY BE
REQUIRED TO AV❑ID SPLITTING.
BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF
NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL,
LOAD PERPENDICULAR TO GRAIN
A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS
OF NAILS (6 NAIL DIAMETERS)
B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS)
C - END DISTANCE (15 NAIL DIAMETERS)
LOAD PARALLEL TO GRAIN
A - EDGE DISTANCE (6 NAIL DIAMETERS)
C — SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS)
D — SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS)
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BELOW: ;
w SPACING MAY BE REDUCED BY 50%
ww SPACING MAY BE REDUCED BY 33%
DIRECTI❑N
❑F LOAD AND
NAIL ROWS
z
W
J
�L IAIAI NAIL
LINE o
as
A
1 1 1 T 1
B)K
1 1 1 1 1
B/2
A I
C
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
Bw
C)K)K
D
8d
BOX (0,113'X 2,5°,MIN)
3/4"
1
3/8'
1
3/4'
7/8'
10d
BOX (0,128'X 3,",MIN)
7/8"
1
5/8'
2"
1'
12d
BOX (0,128'X 3,25",MIN)
7/8"
1
5/8'
2"
1'
16d
BOX (0.1350X 3,5",MIN)
7/8'
1
5/8'
2
1/8'
1
1/8'
20d
BOX (0,148"X 4,0,MIN)
1"
1
7/8'
2
1/4"
1
1/8"
8d
COMMON (0,131'X 2,5",MIN)
7/8"
1
5/8'
2'
1"
10d
COMMON (0,148`X 3,',MIN)
1'
1
7/8"
2
1/4"
1
1/8"
12d
COMMON (0,148'X 3,25",MIN)
1'
1
7/8'
2
1/4'
1
1/8'
16d
COMMON (0,162'X 3,5",MIN)
1'
2'
2
1/2'
1
1/4"
GUN
(0,120"X 2,5",MIN)
3/4"
1
1/2'
1
7/8"
1'
GUN
(0,131'X 2,5',MIN)
7/8"
1
5/8'
2"
1'
GUN
(0,120"X 3,',MIN)
3/4'
1
1/2'
1
7/8'
1'
GUN
(0,131'X 3,',MIN)
7/8"
1
5/8'
2"
1'
C/2"
NAIL
LINE
C �E�EI \-- TRUSS
MEMBER
BLOCK LENGTH D 'I D Dm`d`'
r,a•°
LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLELAIN't
aD�zTANT" ASH T= WAWM TNO in °� Cwr�ACTMS � � TVnE INSTAL iMSC- m
�'
REF NAIL SPACE
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref n�
follow the latest edition of BCSI (Building Component Safety A?'
n
All,practices
Information, by TPI and fo s tys
prior to performing these functions. Installers shall provide temporary bracing pe BCSL w
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho
DATE 10/01/14
DRWG CNNAILSPI014
shalt have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f o
shall have bracing Installed BCSI sections B3, B7 or B10, Apply to
f't6
�I
per as applicable, plates e.&
of truss and position as shown above and on the Joint Details, unless noted otherwise. .�
Refer to drawings 160A-Z for standard plate positions.
6.
9 • �'V
•° t °'�g'G
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatio r
this drawing, ¢ny failure to build the truss In conformance with ANSI/TPI 1, or for handing, shlppin
®a•¢w 0 °®®
•ers.eaa¢
AN ITW COMPANY
Instnllatlon & bradng of trusses.
115141
A seal on tfils drawing or cover �� llstYg this drawing, Indicates acceptance of professional
[ /10�2021
�/�
Earth\ City\ Expressway
engineering responsibility sotely for the design shorn The suitability and use of this drawing
QgjO t0ti
\\Suite\242
for any structure Is the responsibility of the "dig Designer per ANSI/TPI 1 Sec2.
loaf "I p
\\Earth\City,\MO\63045
For more Informa:n see this Job's general notes page and these web sites -
ALPINE, ...alpineltr.coml TPh wwr,tpinst,orgl SBCA1 wrwsbclndustry.orgl ICO wwwJccsafe.org
•
Valley Detail - ASCE 7-161 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
Top Chord '2x4 SP. 42N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
"Attach each valley to every supporting truss with)
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph, 30' Mean Height, Part, Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown.
Valleys short enough to be cut as solid triangular
members from a single 2xG, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates.
12
3X4
'12 Max ,
2X4 X4
idl — 8-0-0 max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web; same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with)
properly attached, rated sheathing applied prior to valley truss
Installatlon,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu. of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
4X4
2X4
Valley
-��Tf
Spacing
Square Cut Stubbed Valley
Optional Hip
Bottom Chord End Detail
Joint Detail
Valley
So-L���gla+srasu
4�r •w
�■■\
„
1•
u
E�■■■■OREEZZON
L.J�o
•MMENIN
Partial
Framing
Plan
-wDW zTANT■sPl TWS MAvmmG M Al-L WTRACTMs Ix1-1111RAVTTK MSTALLER& B (O 1 LL 30 30 40PSF REF VALLEY DETAIL
Trusses require extreme core In fabricating, handling, shpping, installing and bracing. Refer a 6 w Y TC DL 20 15 7 PSF DATE Ol/26/2018
follow the latest edition of BLSI (Building Component Safetyinformation, by TPI and SBCA) for f w
practices prior to performing these functions. Installers shall provide temporary bradng per L
Unless noted otherwise, top chord shall have properly attached structural sheathing and bott chord BC DL 1(] 10 10 PSF DRWG VAL180160118
shall have a properly attached rlgld ceiling. Locations shown for permanent lateral restrnlnt o • • P11 • I
shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to ench';>`a
of truss and position as shown above nd on the Joint Details, unless noted otherwise. "✓„ wa p, • �:
Refer to drawings 160A-Z for standard plate positions.
•e P�"/ v` BC LL 0 0 0 PSF
�' E Alpine, n division of ITV BWlding Components Group Inc shalt not 6e responsible for any deviationALm �•,•or sp•�\" �* TOT. LD, 60 55 57PSF
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnndltng, shipping, 4 •oaf.nn••
AN ITW COMPANY Installation 6bracingisawing or coover page Usting this drawng, Indicates acceptance of professlonnl �s SS'
A seal on this /j
115141 Earthl City\Expressway englneening responsibility solely, far the design shorn The suitability and use of this drawing y 4Fpf °jR tN� /10/2021 DUR,FAC, 1,25/1.33 1.15 1,15
11 Suite1242 for my structure Is the responsWity of the Huddling Designer per ANSI/TPI I SecE R149i9T7r
\\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sltesi SPACING 24,0'
ALPINE www.alpineltw,coml TPA wrw.tpinst.orgl SBCA, www,sbclndustry.org) ICO wwwJccsafe,org
N
Valley Detail - ASCE 7-16: 30" Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPIT #1/#2, DF-L #2 or better
Dot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�" Attach
each valley to every supporting truss with:
(2) 16d
box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16,
30' Mean Height, Enclosed Building, Exp, C,
Wind TC
DL=5 psf, Kzt = 1.00, Max, Wind Speed based on
supporting
truss material at connection location:
170 mph
for SP (G = 0.55, min,),
155 mph
for DF-L (G = 0,50, min,), or
120 mph
for HF & SPF (G = 0.42, min,),
Maximum
top chord pitch is 10/12 for supporting trusses
below valley trusses.
Bottom
chord of valley trusses may be square or
pitched
cut as shown.
Valleys
short enough to be cut as solid triangular
members
from a single 2x6, or larger as required,
shall be
permitted in lieu of fabricating from
separate
2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max. I
2X4 X4
— 8-0-0 Max +1-!
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on
engineer's sealed design, for vertical
valley webs taller
than 7-9'
apply 2x4 'T'
reinforcement, 80Y length of
web, same species
and grade
or better, attached with 10d box
(0,128' x 3,0') nails
at 6' o,c,
In lieu of 'T'
reinforcement, 2x4 Continuous
Lateral Restraint
applied at
mid -length of
web is permitted with diagonal
bracing as shown in
DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
installation.
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design.
Xxx Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Valle
Spacing
Pitched Cut
Bottom Chord
Valley
oe-nailed a
12
10 Max,
9
SQp. ,�laalataaaara
Square Cut
Bottom Chord
V ll—
2X4
Stubbed Valley
End Detail
'� f��iCOmmOn
400aoaawwa
—YARNUM RM NO FRLDV ALL DATES ON THIS BRAWDQ • �.
■wDR(TtTANTww FU MISH TM DRAWING TU ALL CWTRACTMS INCLUDWG THE INSTALLQt g
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing• Re �+ nrd
Pallor the latest edition of BCSI (Building Component Safety Infornation, by TPI and SBCA) m s$f-t
practices prior to performing these functions Installers shall provide temporary bracing BCSLa
Unless noted otherwise, top chord shall have properly attached structural sheathing and b tom chVd
shall have a properly attached rigid celling. Locations shorn for permanent lateral restrain of bs
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply i
.c g P unless pp y plates to h e a
of truss and position as shorn above and on the Joint Details, unless noted otherwise. M
I �' Refer to drawings 1f 1T for standard plate positions. iAlpine, n division of ITV Building Components Group Inc shall not be responsible for any devin®a®t
this drawing, any failure to bu0d the truss In conformance with ANSI/TPI 1, or for handling, shP!AN ITW COMPANY Installation 4 bracing of trusses. LTA seal on this drawig or cover page listing this drawig, Indicates acceptance of profession
\5514\ Earth% City\ Expressway engineering responsibility solely for the design shorn The suitabOty and use of this drawing
11 Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2
\\ Earth\ City,\ MO% 63045 For more Information see this Job's general notes page and these web sitesi
ALPINO www.alpineitw.comi TPIi rww.tpinst,orgl SBCAb www.sbclndustry.orpb ICCb wwwJccsafe.oro
0
sses
O.C.
4X4
Optional, Hip
Joint Detail
n Tu e
t �2J�
i ,
Partial Framing
Plan
a°"'
LL 30
30
40PSF
REF VALLEY DET
TC DL 20
15
7 PSF
DATE 01/26/2018
E 0 ea ;
�N4/10/2021
I
BC DL 10
BC ILL 0
TOT, LD, 60
10
0
10 PSF
0 PSF
57PSF
DRWG VALTN160118
55
DUR,FAC.1,25✓1,331.151.15
SPACING
24,0'
q . ' A
VALLEY FRAMING & BRACING DETAIL
Lumber Si4e and Grade Minumum Requirements
Ridge board_. 2x6 (min) #2 Southern Pine or better,
Rafter spans 20'-V or less... (A) 2x6 SP #2, SPF 101/412, DF 02 or better
(B) 2x6 SP 112, SPF #1/112, DF #2 or better
Purlins/Lateral bracing... 2x6 SPF#2, HF #2, DF #2 or better
Sleepers_. Zx(width of rafter seat cut) SPF #3 or better
2 parallel 2x6 SPF #3
Cripples and blocking... 2x6 SPF #3 or better
Truss Below... See design - Southern Pine Material
RIDGE
BOARD
(2X6)
COLLAR BEAM, EVERY THIRD
PAIR OF RAFTERS
TYPICAL COMMONS 2KING 2x4 Purlin 24"
SPACED 24" O.C. (where no sheathing
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is Impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: W-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B, 1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
cm +CRIPPLE
+Cripples 4'-0" for 30 psf (TL)'and 20 psf (TD) Max.
Space the crippes for each row starting from the valleys or sleepers
and working inward to the ridge board so that cripple locations are
staggered between rows.
TO" O.C. (TYp)
Attachment can be made directly
or through plywood sheathing
+ a'-o"TYPICAL by cutting a 2"W' notch in sheathing
Connection Requirement Notes
1.
2x6 rafters to ridge
416d toe -nails
2.
Cripple to ridge
416d toe -nails
3.
Cripple to rafter
416d toe -nails
(••) 816d face -nails
4.
Rafter to sleeper or blocking
5 16d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
S.
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
6.
Ridge board to roof block
416d toe -nails
7.
Ridge board to truss
416d toe -nails
8.
Purlin to (Typ)
316d toe -nails
9.
Truss to blocking
416d toe -nails
10.
Truss to cripple
416d toe -nails
11.
Truss to cripple
416d toe -nails
12
Cri We to urlin
3 16d toe -nails
(NOT REQUIRED IF SLEEPERS ARE USED) 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long
nailed w/ 2 -1 Od (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of cripple with 1od 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/ "T' or scab. Use stress
graded lumber & box or common nails.
Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed Into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples If cripples fall between
lower truss top chords and lateral bracing Is not used.
-Apply all nailing in accordance to current NDS requiremen�h
Nails are common wire nails unless noted otherwise.64
s
(A) (B)«`)
tWARtmlfieu R£AB AIID fTLLDV Au rates °" Tlas nRAvn4o • 'C LL 20 30 40 54 REF VALLEY FRAMING
sempOtTAttTa I1fCLLtH 7}aS DRAYlFa TD ALL CtYfrRACt�tS nxtemns: TIE IHSTALI.ERS. " e
Trusses roqukv extreme taro h fabricating, handtkg, sNppkq, Installkp and bmckg • Refer r •
Palos the Intact operf oP BCSI riding form Installer
Safety LKorwtlon, by TPI and SBW for cat e r `IC DL 10 20 7 7 DATE 10/01/14
Practices prior to perfornkp these functbrts. Installers shall provide temporary bradn0 per, B e
Lkhless mated ather•tse, tap chord shoo have properly attaclhed struet,rnt dheathing and bnttd.ahard �"�AT� e C DL 0 0 0 0 DRWG VACNV1801015
shall Fnve a property attached Mold eelhp. Locations shorn for pen•ronen! lateral restrant of Webs •
Q IT rt� Of tl have brace installed per BCSI se Wt the
D7 or Details,
as nntessbno ApptY plates to eacA faze • •
1� It truss and swan as for s n6w.e plate
to the Jdnt B•tals, uhtess noted otheraice. %../C A BC LL 0 0 0 0
U �.I Refer to drvsinps 160A-Z for stordord plate posttlons, ore o a•• `op�O :_all � ?
AIN ITW�PANY Alphe, a , my of [ ' B ltdingbuild he truss
I Group Inc ce w rot be rosponsbte far any devintlan f J ••--as.......0 TOT. LD.30 50 47 61
Ws d-tion any bracing
of to bald the tetras h conformance with ANSI/TPI 1, or for handlkp, shypirry, S F. W�"
hstallntlon & brndnp of trusses.
A-" to this dravhg ar cover Page estkp this d-aekhg, Indicates aaceptancx of Professlornl /pN��
solely for the slam The
13369 Lakefront Onve `�''"`�'s'' 1 respons"'ts' ua''g Ba''gm'r`�tohp'rtiAwvTP1 1 secZ '°�'0 0,0772/s
tnt'NDUR. FAC. 1.25/1.15anh City. MO 63045 Far more Irtformatton see this Jb's general notes ppae and these wi, dtesh SPACING SEE ABOVEALPM .eratpin ettecaru TPA sas.tphstory SBdv —.bdndstryv�pt ICD sx•3ssafeorg