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12'-4' 10'—O' 17'—e
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IIV 0' 4'-4' 21'-4'
39'-8'
TIDE IS A TIAAS PlA�7QITPRLAIL ITS WENM M AID DI TIE MTN.MTN W TRIMM OmEmm Tt965 DRAll Min AilORikLItRALS WOEW TI3 DDLMllt
ESIE ,Ill PLAN M rTr rr .w T,= ,, �11ID PAMA AT1mAM d tw II6r�LI1QAN M.
TT=., M �LLM T A470IIfELNR1LS IIE OQKPRlA IE Df EMM SIPOM EME DOMN MT1
M1°rtnyrr ttttau mlmnT
n1p1Diur trn a ALTa Tw® v[ttno mtmtr is 11O tmu. riot
M l%=
G VAir MMR g AEaMTf1T 1�ta ID O W TI[
aiL RD M/iA. E Mi1E1M TaiTMr mrs MAiL AIO al ®iY0
m m F W NR LMffi MC /!Rm 1!7 1![
arm sarL IQf rC AL MaM wnraa MMVAL R.
a MUD= mnomm ar wom% rG
nr® R M iN6i A lmm�. M Nar = mummm Altl p W
�Olm Oa7[fm4
irfR M 1MtJgr At g 111 ID AYm Attifi
Co M= Z vm MfLTllfa
Troia l0 am ®An M" Jima a-mw . �Vm T
fmC R KTQ IJQ lali>0 LM 6 mmlN®IIO S OrA
= AWTMM r� mrown rp NBAQaI IEVN sal r>OQ10
11>L1r W AMA t ImME711f1 RCI >Q ®Nis A7laMlNEIIC
tMM LLiVM lra row rttrmM ral l� 7taaA 0 IDaTAo, T tint
fAM i tA OWNU M T Irmo re A/1J]Ir r/rG l0 W
Nuo 1, rtmmeA MrMMIMrAi
wam vnrrAtaam i aotvtaID Gt trattottn mnrAema V
W- trrr-rTi-sw
OrM of IIQM T a r = AM U = m: tin TRH R
?AMA MTM Lo IOAttsmd
P= FOR
1o. SHINGLE ROOF
ap(�'1 •ay�ed s
uayedap 6u1 b HEEL�4-3/
I
PLUMB
TYPICAL 7' SETBACK r
CORNFRSET LABELING
AND SPACING
Total Truss Quantity = 75
Labeled End Mark
General Notes
1) N pt � mp D� f�
be bt�rd,r� a�
8) 1pq= to a MW udm anal.
3) N t m rpadq b W oz Qhm otlnThr
4) P tiT Pbb I W I BC9-61 s�nbem
mo wmi�q 15 arC omft wm, to
-0totsr-abin iim�doRe of 20 ld.rra rash
obuejm
raft b BC9-8f for aq omood bait
d
ROOF LOADING SCHEDU
TCLL o0 PSF
BCDL — !0 PSF
TOTAL — 37 PSF
DURATION en 1.25 x
NAND SPD/TYPB= 160
ENCLOSED
BLDG EXPOSURE — C
USAGE — RESIDENTIAL CAT H
NAND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TM 2014
Tmss member design & connector plate
ete desi¢�nedd forA$CE 7-1f1 �d mauwrm
forces fiom 6ot6 componcng. and claddings
and main wind force resisting systeans.
•These tmsses bve b--viewed m tarty an
additional 100 psf... unt bo0om drorJ bvc
loanne
FLOOR LOADING SCHEDU
TCLL — PSF
TCOL o PSF
BCDL — PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AM REACTIONS AND UPLIFTS
ARE SHORN ON ENGWEERDIG
ol WALL ICY
® 0
�
a
�
s
N 1 1
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENLE 0. tl V.
WINTER HAVEN FLORIDA 338M
PHDNEI(90W 959-8806
FAX (SM e94-2488
BUILDER D.R. HOR1bN STATEIIIDE
PRO.ECTCREE&9IDE
MODEL 1828/CAU/4EBB
CCA PROJ/MODEL/ALT
7A5/ 320/182EO.F/ 02
ALT DESmHC Rm T/10 m tDI wg
OTC 9017 POTOMAC DR
LOT 19 e- BLOCK
DESIGNER
PAGE
s
1
3
31 17
k334504R
1 4 M=1'
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
CDR HORTON / STATEWIDE
7A5/320 CREEKSIDE
182ED,F
Lot: ��l 9_w Block: _ Unit:
Address:
...................................................................................................................................
JobNumber: N334504
Revision Date:
New Load #: IR101
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ALPINE
March f3,20.1 9 AN RW C&mm
W. Bob: Michaelis:
Carpenter Contractors 6fAm&riba,
.Inc:
.39bQ Avenue 0, Northwest
Wjht6f Ht(Ven,,:FL 33880-6201
ernative.Insa Re: Alt t'llation,§-. for 6 single 01y carried truss with a width Jess than the hanger width, . .
wood. blocking Iq pth.jpvO fij.11 de d e- ttachhu�nt sign loa 'Va,lu for face-rhounted-hanget-a on.a orfe ply
.supporting girder (Reference detail WA37-02)..
Q.ear.Bob,
F&si:ta . & ply carried truss with a width le'�� than the h6�ger. width -yo uif. c*an.install n:a. prefabricated jack..
scab .truss: for wqQd.,filler blocking, The chord: sizes;; cl ord,graclos, and Al p1tife(s) to
be -the. same as t4b single: ply" -carried truss. The prefabricated jack scabtruss (?Y will ha*e a: minimum .length of 0' and Will have a minimum pit6h-:of,5j.!2.. The single ply car qss. shall have .areaction of
3, . 500# or less Attach
tadh prefabricated. jack.scab:truss. with. two. (2) rows'of 0.428."x&O�:" GUn Nails at,2"
OC pApq,"j" Figure .
:!. te� row%I _o_q _Q - C
2019;.page l lFiggre.-3formo informatl' on;..
Figure `I
Fora single -pl'-, y itdthatrequires e e—r Wood to,adhiov :Iull desIgri load value for face -mounted
hangers attach: one wood.- block tolhe. back-fac-e of.the.sin.g.le: ply girder with the: same size:and. ... .1 : 4t ., . ... :ply
length - girder
i
grade. as the; bottom.- 6hbrd.. Ofthe single -ply girder. The.._.wodd: bloc. eng o- ..e such that the :wood
blocking extends to each adiadent panel Points ;(webs.and bottom chord intersections):. Attach wood
block with rows. -qf 0. 128' X3
l Vj Gun Nails d.t 6" 0,10, per row, staggered. 3.0" applied to. the
676000rum Drive §qite. 305, Orlando; ft (800)`621-9190
-www.atpineitw.,com
LPINE
AN ffWcm6w
single ply-girderface; with an additional (20) 0, 1,.2 - 8"x$,` Nails lothe,
4�:each pand point applied
woodblo-6k.fiAd 66o Figtseo.%.2 Simpson 9 a bbhD.W)..PIe.Os6W rtothoSi O.'d. . teohg.�T.ie.:C'6t'logC-C...2019,
-page 216, Rg..Ufe-.-1 for more information
.......... ............
The -application of p'rdfabficiated jack scab ttd.§s for Wood fillde"blockihd or "wood blocking -t' e k.n. to achieve
design load value for face -mounted h�ngprs Must be :approved by the. hardware manu ciUrer-.
I. . I..manufacturer:
.
All edge' -and end: distances, and tpadho4dfall nail connectibris, must be sufficient td'ljteVehtspIittihg of
If. I can. be. of any. further assistance. -or if you 'have any: q uestio.n.s. D]ease7 gJv.e -me a call..
William H. Mi P.E.
Chief Enginoer
Alpine -an- ITN Com,pany-
.'-
EnOineia-ring.b. eWmgnt
OHandoj FL
6750'F6riUM` Drive: Suite '-306'.:O"r.lan'd6,. R .32821 - (80%5.21-9790 - (863) 4.22- - 8685
wmah:60it Wx .. p . PM
ALPINE
AMTWCW-PANY
April 26,.:2019-
Mr. Bob Michaelis
Carpenter Contractors of Atn6rida, Ind.
Avenue 0., Northwest
Wintet Hav6n, FL 33880,6201
Dear, Bob,.
Rd' Stronoback bdd.gihd'. on fb6ftru§sd$.
I understand -there. is §otnd. concern over our fecdmhi6ndati6ns for strbhjhack- bridging on. roof trusses,
StrongbAck bridging for roof trusses is n.ot.a.-Te.quirement of:ANSI--TPI 2.014.nor,is it a requirementof the
BUildin pbrient g roof Aru§9es is
.g Com Safety, Information- .(52-.. .But strongback bridgih
rn padJeo by, Carpenter 6a: , Str6bgbadk bAgi-Og -Jollow n two-.,
functions:'
- One, bridging aligns the bottom -chords after they: are. set so.. thqy are uniform along. the ceiling
.
lindo and .h;io"s'.*"W'ith'*.ceiling :serviceability
Twoj bridging reduces edlativd Mlect& of. adjAb&ht.1fUssd9:,
Strongbaqk.- bridgin roVentor reduceoverallindiVidual d0flectian, especiallyanyt66ftrusg6s,
.-d
rjg�. in �r
e t . ... ......... .. ....... ............ ... ....... .. ..
.... .. . ....... ........ .. .
Si :temporary..or. p rongopcX- brid-9199 in roof - trusses does not serve as terh e. permanent bracing �and is: not
intended ta.di*strfbut'6. or share. design loads. between fusses. Consequently, no de igh load" have'
,been accounted forwiththis. detail and continuous- s'trohgbac k'bn"dgin'g should hotbb.-attached b6tw6en
common and dirdpr 'trusses. The. use of stroqgback bridging` shall not.'.interferb with other, design
considerations as. specified
fiddbY the Engih6b(Of Record or the Building: Designer.
Th& outer ends okh68troqg_Iaqk bridging s . hal . I be,atto.ched.jo a- wall
11 or another:secure end. restraint; . -of
ap.sppcified:.bythe Engineer 6fRecord '6r.th' Building..136sidn&.
Strongback bridging's hall. be fa. minimum of 2X6 borhihat lumber. oriented with the d'eOth 90iticaL Attach
with (S.) 18d :common. nails F) nails at:. each intersecting biemb&. VVhen extending the
PO P. 1.�Tx3
strdngbatk bridging overlap by -at. a.minimum -qf. two trusses. TheJocation: of the.. strongback.- bridging
Building ng Designer: Ple s J ref& -to -
maybe: specified:�y time Truss Manufacturer,: Ehgih'e&r- of R66ord, or B ii ie
bC'SI "Strongbacking'Provibions" or
r to Alpine: STRgk-18R.1-014 detail for more information. The. qrqphid�
-(Fi6Ure.: 1) is f6rgene iiu .shown ric J stratfve purpose only.
6760 Forum Drive:Suite 305, QrlMdo, FL.328211- (800) 521 -9790.-- (8631422-8685
1 11 1-i-,J..- u I- -L L. `j x . I :. J )
01'.T.S. AGt
Figure-J..
If I •can be of anyJutthbf assistance` or-ify.pu-haveany. questions please; ;3e:,give Me a call.
Williain.H.Mck-O.'E''.
Phief'.E,Pg'kppe.r
Alpine an [TW.:ComDanv
n
Enginqerkg -'DOOArtment
-Oddndo--,. FL 32821
E57-60 - Forum Drive Suite.366, Grlianicici, FL 32821 -; (800). 521*-9790'- (8153).4224685'
-STRONGBACK
:41
-SCAB'
FOR -AT LEAST 134F TRUM;SP.ACING
S.T.-RONGBACK BRIDGINGSPLICE DETAIL
.ND.TD Details
is J. and 2.-ar'.0 'the 'prefgrred at
(?) 10d
AN RW
13793-RW*AOtte.
Wio 2M
Malylaw Wghtz, Mc
. R I IDGING RECOMMENDATIONS
o-ALI scab -.on blocks shall, be: m.minimum. *2x4
'stress @t7A0eci:lumber;'
so. -AIL -str9n9back bridging .and bracing 'shallbe::O..
min'limum 2x6 'stress . * 61e:61* lu*'mbe;r'
Va. - - ...
_:pose of s-trondbac Mm-7.he purpose bridging ls: -.to
i,TH'1Gd;BrJVGUN.. develop toad sharing between' individual trusses,:
LS W-2 ROWS�---AT'
resulting h In �,Orai.l Inc�-ea!E�p- in, --the
. A -an
.:Of the.- floor. system; 2x6'
strA , s mended ta ongback brldglng,� p6tMohe'd. at, '.-skh*6.Wh' In
de ' 'I ' recommended A ' . 10' =0` -o'.c. (max;>
S m a
kmen't mothods i o--JhL- -terms 'b'rldgan 'br In"" * d " aClhg-are sometimes
. g -
a
STRONGRACK BRIM" SPACDG'REQUIREMEWS
Up: ic IV
Nbne' r6quIr-ed
Iv. imm
I-MeAd cadw of
2v.!,b:m
2'rM. O'Of
V to .40
mls.takeniy: •used: Interchangeably."!Bradlh6`' Iii- an
i'mpqritant: :structurat• r4et quire e t of :any f foar
or roof
system. Refer', the; Truss.'Desigh
Zrq;*Inq (T.PD) f&-- the;',bradno r.,Leq uW-'6m.ents for
'h indi
vidual IVIcIQal ..truss component, 'Bridging;'
-or�gbqc'k-"-brIdg!pg`A' a:.
Oarticular�ly 'ste ... .... . S .
for, truss system o help
rec6mm..0hd.o..t,o.h a
con-trjolvibratiot). In: addition-' tbcdCIIrig...In -thL-:
distribution of point tbacis b0t*.06*6 adjacent
-truss, -stroigback bridging. serves to reduce
bounce. or re.51, Met from
moving pqth't ldqcisj-:such a-s foots.tRps.
The performance of all . floor -sy are.
a '[on of b enhanced''by. the. Irit--t'llat . . .. .=O,.
bt'IcIgIng and th0r�e'For*:Is- strongly recommended
by. Alpine.
(A
For Additional Inf.c4'--Mo:t`16h i'ebqr;c!jhg -;;7trongbapk
T refer t.�i Component
Safety. Information).
Nju JRJJ LW.611M-W�`
k (0410
STRON6BA.0k OkOq fNQ ATTAbHmtNt. ALTERNATIVES
"VIP,
UNVAMMO- RM OM 'FMM'"4iU= DM'MM'.MAWM
--vwWAXr.-!,rUMM Un. MMVM"M 'ALL CwrR== MU104:.M.PF"
LLPSF
ww! or "41 i�ilw Vw LoIt".0dikWovacst cmd�_v coq=n'ti
-.Per;.== 4 A No. 70861 1
TADL tPSF
stag DMysft�iqmww M
., m6U * " d ho V. D
��vi pi -"My illached xbiwtL�k s�*4 - boitak". 1*•Shall 1,44 6, P4 �jw. Iy* atta aht'af .4
:P? 210'. b
IJC !DL PSF
z
W, as dPP cly PIvAsalww"KA
EfFIR "'. W.. =SX rutted rww.
M =2g. her
ILL MF
Rofer ft�&Q -AMA-Z -for:
A*w. W. Mn*,*?ITV
Ns"of- tMM"M
D. PSF
I
..... .... ... ..
iF' ft'�U'Vhri` - 0*5* N , -KAT-EgIAL 'W,--Tdfjiki MOk
T M.600 A I, mi BE RLAC�-QON- TA. S
H
$ tURfIAL.-
_Q 0INC. NTRATE9 LIIAD':Q-�E.161�j0t# fj'.00 0MSTNO -.fl% M91'
RINE
A T*-.* L. AZT 2-ISUSM -54-.
0ST-e -ATIPM 0TPA449',W R
.G, FD .010 -PLATEX ME.:
-1HEVATA 0. WitPE
uffdlyz UAA� K
�AIM, RkTrI -ALANQ LIA.IEQR
T L AtjDTVNV 01/2mIniv AR ITLT'
a 2bluk 60'Okft 9
bri & 36 ir-4*
S LCOR EN
Jf 1.1
. ....... ..
I,
61 "HIIA R
E
4
-RU
4.1
Is- fq--81au, A PIO$ TS V
17
.7
-A
IE.- - - .. .. ...... . ... .
Inaw ritf 60 M.*
=Zw
rz
TP If, 'o
M
. . . . . . . . . . . .
Mm. * . . e
pig
D. RI NG ED SHO
REC.W.M.E.N.'
'A IL
Cracked or Broken
This drawing speclfles repairs for a truss with broken chord
or web member,
This design Is valid only for singte 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 detail,
(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, Apply one scab per face.
Minimum side member length(s) = (2)(L) + (3)
Scab member length (S) must be within the broken panel.
Nall Into 2x4 members using two (2) rows at 4' o,c., rows sta gerel
Nall Into 2x6 members using three (3) rows at 4e o,c., rows Nmgger.ed.
Nall using 10d box or gun nalls (0.128'x3', min) Into each side member`
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade 01 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid--paneL splices, t
This repair detail mnyy not be used for damaged chord or web
sections occurring within the connector plate area. ;.
Broken chord may not support any tie -In loads,
i
Member- Repair Detalt .
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Member!
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12'
620#
635#
730#
6004
Web Only '
2x4
10'
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975#
1055#
1495#
1745#
Web or Cord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30r
1910#
19600
2315#
2555#
Web or Chord
2x6
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
r
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
52254
5725#
Web or Chord
2x4
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
L
Hlninun
L llstnnee
e
L
S
L
B
L
L
L exb member — .i ripte scow --.vtiaggerra l V
Nail Spacing Detail L nictan.. l L
0eA/ARN1Htas■ REAo AND fa LCV ALL tmTts at ttlls:laAvtNal REF MEMBER REPAIR
mWM1rANTss FURNISH THIS WAV= TU ALL CWTR�AC�713U IWLIIoMIW THE INSTALLERS.
rotor tM lai:wttw [aan at Ilesl au°dit °Compp,onent saf tyPinf4r eatkww,,; 6y 7Plhnna SBCuafu� stOotrty � DATE 10/01/14
pprrnnetksn prior, io perlor,Jnp these funrtlonc, Installers .hall provkM,tenporory hraeNp pop 7C51. DRWG REPCHRD1014
Unless noted ativx•wlas, top chord shall have property attached structural sheatlft and botion Chord
y shalt hove a properly aitaetkd rig eelle+o. Loentl0ns shown for Permanent lateral restraint of we
ipko
bye bradnp hsialled per 1 se )0. l7 or ]10. as appleabb, ApptY Platte to wda facQ of truss and posltlan os shown above and on theJolni letAU, wlless rpttoolf oihervlse.
LLMfar to drarinpC ItpA-Z for rtandord Pl.
pnsitloru.
Alptle, n dNblon a1 ITV luldhp Components ire Inc, shall of be reeponslble fors devtatlan from ,
AN TIW [IDMPANY iNs droetnp, any folure io Wtd Aline Anise M Can QeP=cs vtt�i NISI/TPi 1, — for hand�0. shlPPhp.
l,stallotlan h •trodnp of irucses F .
A seal•on this drnrinp or cover pa CatY,o tWs droeiq. Mdcnies ockePtann of Professlonol A
ar,pl.rerkw resporunAq solely top the deshn shape The PAUhtlty and use of iNs drnwft
for enY siruet.re Is the rsaPa xlblft of the DMlAtp loWer per MrVrPI 1 Srcl.
taaCVLwkehonlDAva For More Infornailun set this Job's peneral notes ppacQe aitd these web stt►s. SPACING 24.0' MAX
Eadh Cky, MO 83045 ALPINO m,►Idnelte.eanl TPU wwe.tPirst�orol SDGr Yvwebelnofustryerol leeswwdeesatt.arl
I
F.tIDfdjF
BOARD
(Zxi)
Lumber Size a
* i%wid
if fgr*ms;� k9p
purms
.0qLLARSEAK-EVERY 71OPQ
FAIR'OF RAFTERS
V.&TYPILAL A "YYP(C-AL .4
dT tw,,hha wan a
less
-Maxfmu(n rfibm,lnif height. :t3.
.A- -04-t
"a -g. ,44,1-4 &
.0 �. os,
..Mjj��TuT -ofASC67-10, I . MP CtictxP
-t
iop-gails.
ic4h elds"eWtafter,
!r,qfrnpils are
Irstimapers'are.not
TRW1 's
UNDER VALLEY -FRA'MFNG
iVALLEY RAFTER.OR RIDGE
ClIMPLE
+Cripoleb-41-01dr-30 psf )a;id -26 pof (T-D) Max,
& b"
erygAtVo
v6 On -601-ramm ntMote's
LAN-
416d*tdi-49b-
3.
C- Ud ji;.
CiIp'0Ieiri�.td;i.tAi!i
4 20dIO&ASIls
4Y6d toenails
�sfieafnotchnotch";
insheathing
4,
425dtoe4310
5.
-51depa tt�trwi-
4*16d WeLhaMs
T.Mla4�sldaof,Ocflftbss
316dtdu�.Mlls,ea.ch
6.
.:AWge:bohrtI-ia-r.00fbldck
4 16d toe-ndils
`AS'RI*D-F-0RF'T=Y
.7.
--R7Id'g*e.bo.ad f0r.0s-
4 16cl-t6inA-4ils
S.
.-Fruffld to, (T"I,
AlAoUe-nails.
416d,toe-AW14
.0.
10.
Tru3S-td;oIppti.
4161tAoLcrrkili
'rnisq,to aliI.We-
416�-toe7hilb
IERS.ARE USED)
.13.
rAtkI v 0 a wk, t bIr. a*ftd t
.
4 16dtola-nells.
NOTE0.
NAlti
tkY W-)
'0 4 'ittmo;rmLwA&W! I.3
FWtMTin MW= to-"IMRSWM-aw..
DATE j0/qjjI'4
PkQ-t-a-I
TC DL 1.0 Z*O 7
,G 8010
m—, id p P Is
ap .0 0 0 DRW
'8T
ptwt! h-4 % -AW 'it AT .0 0 0
BG 0
o A
wg� I&A IVIT%= "FLAW po's
f P%AA#'4M:
ViT. 5b 61.
tr P-e— sti-H. R
d X
m RW MPAW tre, tk� Wil -tth "AMWI -L or for
T
for +M ABOV9
Ten,
4 c
Simpson Strong-TeO Wood Construction Connectors ;�*G)
Face -Mount Hangers - I -Joists, Glularn and SCL
. ......... . ........ . . .................... . ............... . ... . . . . ......... . . ......... * ..... . ........................... __ ..... ................... . . . ...................... . .................. . ............................................ . . .... .
15 These products- -are available with additional corrosion protection. For more information, see p. 15. Codes: See P. 12 for Code Ref6irence Key Chart.
FORI
I
Elm
MM
M
Carried '�,,.
M em
Dimensions
Allowable'Loads
•Actual
Joist
Size
'Mode!"
110
5
w Web
'j"
Max
a
S ffddder--'�'
SPFIHF
Species
S H ,
d
eaer
Cadd
Ae f.
in.,,
5
oW
Hegd
H
7
S
Face,
Joist
'Uplift
Floor,�
Snow;
Roof
Floor.
Snotv
:Roof,:,,..
'(160)
000)
(tit
f
Min.
(14) 0.148 x 3
70
1,660
1,805
1,805
1,425
1,55511,5155
IUS2.56/16
25/8
16
2
Max.
(16) 0.148 x 3
-
70
1,805
1,805
11,805
1,555
1,55511,555
21/2 x 16
M11.12.56/16
21/1io
15316
2/2
-
(24) 0.162 x 31/2
(2) 0.148 x 11/2
230
3,455
3,920
14,045
2,970
3,370
3,480
U314
V
29A6
101h
2
-
(116) 0.162 x 31/2"
(6) 0.148 x 1 1h"
970
1,945
2,205
2,375
1,675
1,895
12,045
HU316 / HUG316
V
29/16
14%
21h
-
(20) 0162 x 31/2
(8) 0.148 x 11/2
1,515
2,975
3,360
3,610
2,565
2,89513,110
IBC-
,-.1,
X 18
..MIU2.56/18
_,(26��O 1 62,x,31/2 -,-,(2)
'�26�
0.1,48 x 11/2
�2qO,
3,745:4
3,745
04E�
4,b A5
�22 Q
,
3,480'
V 11
, , -3,480,
FL,
LA
HU316Y HUC31t
'2
0.10
(8)0.148-i I W
�§l
2,975:�,36
- O�
16104"
2 , �5 65
2:n
_8951,
!S"fi&
21h x 20
MIU2.56/20
29A6
197/16
21h
(28) 0.162 x 31/2
(2) 0.148 x 11/2
230
4,03014,090
nAn
f 3,465
3,495
3,495
21/2 x,22
to 26
MIU2Z 6/29
• V
2%
106
Zh
4280,162 x 31/2
(2) 0148 x 11;
3,
1
�95,,,3,495
29A6 x 9114
+� Oa
29A6" wide joists use
the same hangers as 21/2" wide joists and have the same loads.
MIU112/9
31A
2 %
d
(i(3)0.162:x�3
,(2�-Oj 48 0 1/
23V
24,�05
615
2,8W
1, 801,2
245
2,425
x 91h%',
Hk1'0-0 HU6210-2
3 ,
; 81Y6'
21h
Max
I fl 8) .0.1. 62I Ix T/2
b) b.148,x,3
,7-5
�,6�0`1
20,
-3/05,2405
2,800
IBC,
MIU3.12/11
31/8
11 'A
21/2
-
(20) 0.162 x Th
(2) 0.148 x 11/2
230
2,880
3,135
3,135
2,475
2,695
2,695
FL,
__HU212--2r
F1M7122
3 1/.'
101A6
2 1h
MaY.-
1,79S
3,275'
3,6951,970
T,-dM--3;l'80'-3-,425
:LA
HP3.2511,Z1,HUPq-25/12'
q1A,
112M;,1
(24
(12) 0.148,x 3,�
1,7�9,5,'3,
4,3 35
3 j075',3,470,,,3,735
HU3.25/16
HUG3.25/16
3 1�4,
1311
A6
21h
Mi n.
'(2
-
0,148 x 3
1 515
'2�,9t
�,360
,��61 O�
2,560,
2,890
�EIJ65:
Max�
x 31/2
(1 2)� Q,1 484�1,
3,87 0�_4j3651
9�'[�
1313 0
3,755,
4,040
3 1/a glulam
'HUCQ216_2_SDS
31/4
6�'
(12)1�4" .,x 2j/,sb §_(6)!/4"x21/;tSDS
-4,0959,100.T4
4, 315:
1
4,13 -
1b
3,6 6
0
3,71013;7io
I
FL
:8 5A
(46) 6.162xS!,�
i3)�0'162
0 , 0
, 910 1 0
--7,825-
7,825
,7,825
IBC,
HGUS325112
31/4
ON81
(56)°0.162 x 3%
(20) 0162'X,3A�
5;04019,400'
6,400f9;400,,8,0,85,
8j085
FL
'LOU3.25-SDS ,
31/4,1,
8 to 3 0'
4%
2M
P�6S
5,&5�
6�j,726
7�310 I
�1340,
'4�El4l:,
f55
HHUS46
3%1
51/a
3 1
-
(14) 0.162 x 31/2
(6) 0.162 x 31/2
1,320
2,785
3,155 13,405
2,39512,715
.
2,930
31/2 x 51/4
HGUS46
3-1/.1
434.
4
-
(20) 0.162 x 31/2
(8) 0.162 x 31/2
2,155
4,360
4,88515,230
3,750
4,200
4,500
HUS48, ",
, 6 111
39/t
61
2
% �
� 3 2,
"62,x 1/
- 320T
'1,;3 1
'595
j,`,,815
i,365,,fi,555
1,680;1
31/2 x 71/4
HHUS48,
3 fl/a
I 71A
-3
-7�
J22),0.1,62,k, -31/2",
- (8) Wi2 x A�
V,7 0
4 210;
4,770]5J40,,.J,3j618,
4095
4.41
HGUS
ml
J dx
(12)z0.162,x'3!/2
3,235,
7;460;
7,,460
;6,415
6,A15'
IUS3.56/9.5
35/.1
9 1h
2
-
(10) 0.148 X 3
-
70
1,185
1,345
1,455
1,020
1,160
1,250
MIU3.56/9
ale
31A'a
813AB
21/2
-
(16) 0.162 X 3%
(2) 0.148 X 11/2
210
12,305
2,615
2,820
1,980
2,245
2,425
-U410
. .
✓
39A6
8 3/a
2
-
(14) 0.162 x 31/2
(6) 0.148 x 3
9/0
2,015
2,285
2,465
11,735
1,965
'2,120
HUS410
0 -
39A61
815/16
2
-
(8) 0.162 x 31h
(8) 0.162 x 31/2
2,990
2,125
2,420
2,615
11,820
2.070
12,240
HHUS410
. .
3%
1 9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3 3,565
5,635
6,380
6,445
4,845
5,486
5,545.
31/2 x 91/2
HU41 O/HUC41 0
. .
. ✓
39A6
85A
21/2
-
(36) 0.162 x 31/2
0 2) 0.162 x 31/2
3,235
7,460
7,460
7,460
6,415
6,415
6,415
HUGQ410-SDS
- -
39A6
9
3
-
(12) 1/4" x 21/2" SDS
(6) 1/4" x 21/2" SDS
2,265
4,500
41500
4t500
3,240
3,240
3,240
HGUS410
. .
3 -%
91/16
4
-
(46)0.162x3l/2
(16) 0.162 x 31/2
4,09519,100
9,100
9,100
17,825
7,825
7,825
-
IBC,I
FL,
LGU3.63-SDS
. .
35/8
8 to 30
41/2
-
(16) 1/4" x 21/2" SDS
(12) 1/4" x 21/2" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
MGU3.63-SDS
.
3%
91/4 to 30
41/2
-
(24) 1/4" x 21/2" SDS
(16) 114" x 21/2" SDS
7,260
9,450
9,450
9,450
6,805
6,805
6,805
13%
11 7�8
,,2
J12);0.1480
7 01 :TI
20
1,615'
1,745,
45,,,A,220,,1,390
1`A85
MIU3.56/11,
1 .11/8
2/2
(2
110"
2,�86
135
_3,135
'2 475
,695
2,695
U414
nid
'10
0
2,
��,615:.2,820
14,68'Ot
22451
2 425
HkO8410
If'
-"
35/a
} 9� `1
A
'(10) Od'x
3,5�35
5 6,35,
6j_380
1 6,445'
4'8 4 5]
'.5;4, 8 6 �
1'5 5 4
HUS412
39A6
1 (lp) 0. 62 x3lh,�
,,(l 0.16 2 x 31/2,
3,415
U6b:,aj621�
�3,265
2275
,
_
'56612,795
31h j 117/
HU412 HUC412
•
3"A
10s46
Min
162 x,312
OO�148 x 3,
1,135
2,369
2,665
2;89612,050-2,3
15
2,49bl
Max.
I,
(22) 0.16 x, 3 Y2
�_(10YO'.14&x,3
'y�55�
3,275,,3,695
3;97012,820
'3,180
'3,426;
-HUC 6412�'SDS
4
3%'Y'
11�,
'(14)'(14)'W" i 2'W'SDS
(6) ?/4" 2 1/2r�S 6S
4, _�65
Z'045
U41515�O
45
�i�6?0
1,
'iOT �"6
A,
�OPWJV,01/2"�
3
56040
`6,mo
9,4K
b �400
8,085 1
8 085
8;0851
AbU3.63-SDS
4V21
'(16)1/4!'x2Wsbs
(12) 1/47 x, 21/2!, S D S
5�555
6,720
-6�720'
6j72T
4 8414,840
4
4,840
'MGU3.63=SDS,,'�--� 'J*
SDS1
106)NA" x 21h"SDS
5016,480
9,4506
80
6,805,
(36) 1,
24)11 x 21,,� SDS
.9,4130
<3
a<
2
0
H
0 cc
U)
Z
0
W
EL
ii
U)
rn
O
0
46 See footnotes on p. 150.
THA/THAC
Adjustable Truss Hangers"
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.
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
Finish: Galvanized. Some products available in ZMAX® coating.
OSee Corrosion Information, pp.13-15.
V Installation:
d
Use all specified fasteners; see General Notes.
C The following installation methods may be used:
V
N Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
1= 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
- _ - -the THA29, nails used-for,jois#-at-i$chrnst rt-must 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.
Options:
• THA hangers available with the header flanges turned in for
35/a° (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
13/a' for
THAC422
for
422.2
426-2
THAC422
Face nails Top nails
pertable per table
13/: typical
211F for THA422-2
and THA426-2
THA418
Double 4x2—
Use full table value
Single 4x2--
See
nailertable "
' 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 top
and face of head(
® Double -Shear
Double- Dome Double -Shear
Nailing
Shear Nailing Side View
Side View;
Nailing ( Do not (Available on
Top View bend tab some models)
SIMPSON
i
2 face nails
(total)
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
IyNrLa1 r ", v
Top Flange Installation
:or to
tnote 5
p.187
86
Simpson Strong -Tie® Wood Construction Connectors
THA/THAC
Adjustable Truss Hangers (cont.)
ft These products are available with additional corrosion protection. For more information, see p.15.
f -1
ra
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.
a. 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 W 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 specked 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 11h" nails in
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 Qoist) 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
- Face -Mount Joist Hangers
�G`�FEREp
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.
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
nrovati,!e double shear nailing that distributes the load through
two points on each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common hails 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 ZMAXO 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.
f�ToTdesgied-ior 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
e
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
e
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
1' for 2x's
4x's—
{, O H
�W B
LUS28
HHUS210-2
In=
tYP•
e' o
.• a
8 q
n sew:
W
HUS210
(HUS26, HUS28,
and HHUS similar)
Or HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
Simpson Strong-TieO Wood Construction Connectors- T. RMP, =
Face -Mount Joist Hangers (cont.)
Model
No .^
Mm: ":
Heel
Height,"
Ga
Dlmenstons (tri,)°
Fasteners
W "
H -
B
Garrymg - Carried
Member ;. Member
Single 2x Sizes
LUS24:,`'',
25/s'
18
,
16/6°
:31/a
°=13/a'°
(4)'0J48x'3
„
4Ya ,
4a/+
,
(4)"0.148LUS23°
(4) OJ48 x33
MUS26
411A6
18
16ii6
5s/i6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
46/16
16
15/a
53/a
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
HGUS26'
, .e°4sAe
1Sla.:°�55/e
`(26),Q,A62x3Y21A
(8)OJ5201h'
LUS28"43/16
..a
;8 ;;
19A6
" ""65/s
' I*i
'(6),b.148 X 3 "`
(4) 0. A8 x,3 _1
MUS28
65iis
18
19A6
613A6
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
15/s
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31h
HGUS28
6 9A 6
12
15/e
71/a
5
(36) 0.162 x 31h
(12) 0.162 x 31/2
WS210"."
41T"
18 :,i•
19/16
7116
HUS210
!6.162-,31h'..,(10),0.A62x,'3?W•
:HGUSM
I 8aA,�,,
12'`z'
15k
91/s "°"°"$-"
(46)6J62.x3%'-
(i6)-OjUx31/x
1. See table below for allowable bads.
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
l: with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
Model
tJo,�
%(1&0)"
DF'Allowal le'Loads ,
Upliffl °Flood Snovr_ Roaf.. Wmd
(100)�� "(115), �125) „I (160}'=,_
SP Allowable Loads
;� Upbftl "Floor. `Snow Roof W n
(160) er,; (100) "';(115) (125) _ "'(160)
SPF/HF Allowable Loads,
Upllffi Floor Snaer Roof3 Wtnd ,
�•(160); ° (100)
Code
•Ref:
"�5iri fe 2x Sizes
LUS24
435',
° ;670
�765
820 ',
f,O45
f3a °,'
725. `
825 ,
•° 890
1 20 ,
''3 ";'
495
�_ 585
605°
770;,) '
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
MUS26'
_ ..
v
1,484-
. 1,560".
- J,,560 .''
930'
,,1,405•"
1 560
;,,1,c 0 ,
:1�60
23r'° .
955„ ,
" 1,090
_1,78p
5 :
LA
HUS26
1,320
2,735
3,095
3,235
3,235
1,320
2,960
3:280
3:280
3,280
1,150
2,350
2,660
2,780
2,78e!
HGUS26
875%
4,850
5,,170 � I
°=5,390
875' -1`
4;690
5,220 "
< 5,390~
5 390
80
.3;225
3;610 ,
3,870 ;
3,985` '
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1725
1360
1465
1,730
865
810
925
1,07050
MUS2
,
1,730b7'
°
,1165
°1,195
38
265
2,2
,2°
14
15
11,270
�i'"-
IBC FL,
LA
HUS28
1,760
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 '.
'1,65tI
7L?-5
7275
7,275;
7,275"
°1,�65,5
7,275
. `r,275-
7275
w7,275 .
1:325
3470
°,3;820
3 9;15; -
, 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
2,63a
5,4
..1
�,83Ct"`
. 5 81,.'°
2,835
` s.39>. -
5 780
83v
. 5 8"30
%: 20
2; 3
2„4 :"
°2;535
2,ti2v=
LA
HGUS2IC
2,C9'u1
9,100
9,i00
£4,100
9,100
2,090
1,100
61,1,3U
9,100
3.100
5^5
6,340
6,73t7
6,730
6,730
15C. =L
1. For dimensions and fastener information, 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
• 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 cut 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
bpecliy angle
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
94
Simpson Strong -Tie® Wood Construction Connectors
Feel
These products -are available with. - For stainless Many of these products are approved for installation
additional corrosion protection. ® steel fasteners, 6 with Strong -Drive° SD Connector screws.
For more information, see p.15. see p.21. See pp. 335-337 for more information.
Double 2x Sizes
HHUS26 2
4346
1 14
35/is
53/e
1 3
(14) 0.162 x 3'/z
(6) 0.162 x 31h
1,320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
13,655
HGUS26-2
4a/is
1 12
1 35A6]
51A.
4
1 (20) 0.162 x 3'/z
(8) 0.162 x 31h
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
LUS28 2 -',;�
4,9f,6
"' 1$
311a
7" "
".:2 ,
(6) 0,1621x31/z ,
-(4) 0.162,x3a/z
"; t1
1,3y5
1,490;
1,670
2,030,
910- s.1130
1280;:.1,3855
[T,745,11BC,
FL,
""o
rn�l:n-yan ..'�ii
.: ro�n�a�:, o.1i
`-t ar."z
n�G'"n'n'tn
i�Gr;•
r; nQr) 1
1 r;y"G
I ".t -vii
ee,zF
I r i drI
LA
LUS210-2
6346
18
31/a
I 9
1 2
- (8) 0.162 x 31h '1
0 0.162 x 31/z
1,445
1,830
'2,075
2,245
2,830
1;245
11,575
11,785
11,93012,4351
HHUS210-2
83/s
14
35A,
87Aa
1 3
(30) 0.162 x 31/z
(10) 0.162 x 31h
3:550
1 5,705
6,435
1 6,485
1 6,485
1 3,335
1 4,905
15,340
1 5 :0160
5,190
HGUS210-2
89A76
12
3-A6
9%J
4
(46) 0.162 x 31/2
(16) 0.162 x 31/z
4,095
9,100
19,100
19,100
19,100
13,520
17,460
17,825
17,82517,825
Triple 2x Sizes
HGUS26 3 `
I ;,4°' 5s
12,.
4'Sfis
51/z
4
2a 0,162 x 31lz
(. ). _
8)=0.162-x 31/2
_(, .
'2;155;
4;340
A O
5,770,
'5;575
•1;855'.
3,
4;170,
9;445
4,795,
IBC , FL,
HGUS28-3
61% .
12
4"1SA6
71/4
4
n(36) 01162'i 31/
(12) 016 i 31h
3�235
-7,460:
7,460;
7460,
7,460
2,780d
6 415
'6,415
6,415
6,415
LA
HHUS210-3
83/s
14
4111A6
87/s
-3
(30) 0.162 x 31h
(10) 0,162 x 31/z
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
813AG
12
41SA6
91/4
4
(46) 0.162 X 31/z
(16) 0.162 x 3'/z
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
'I GUS2i23=>
1G5lar.
12..
%11%
103/a
e 4;"
"(56)0:162X3'lz
1(20)',0:162x 'iz
i)'
045
ttG'?5'
�;U4Y
0;a
�;"30u
" �8t7
f. r3U
r,i'
X5 x1S�A1
Quadruple 2x Sizes
HGUS26-4f i"151/z . 12 69A6 ,.57hse 4 (20) 0162 x 3'/z; ; 8) 0162-X 3'/2 -`L,' 5S 4340: "4,>35a " ,710 b,Wb ,1,85b i l iu :4't lu, A,49p z4,6Jq; IBC, FL,
HGUS28-4 71/4 12 65/is _73/s 1 4 (36) 0.162 x 31h 1 (12) 0.162 x 31/2 13,2351 7,460 7,460 7,460 7,460 2,780 6,415 6'415 6,415 6,415 LA
HHUS210-4 83la 14' 61/a 87/a 3 (30) 0.162 x 31/2(10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 15,575 FL
4x Sizes
IBC, FL,
LA
IBC, FL
HHUS46
G 45/ie"
': °14
1 35A
' 51A6
3
1 (14) 0.162 x31/z.:
(6) 0:162 x 3'/z
320
2;830'>
3,1J0
,3;415 J
4,25G I
1,1vb,
2,43b,
2 74b
`2,93b�
3,bb5`
LUS48 '
43/a
18
3a/,6
63/4
2
(6) 0.162 x 31/z
(4) 0.162 x 31/z
1,060
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385
1,745
IBC, F
HUS48
61/a
14
3a/t6
7
2
(6) 0.162 x 31h
(6) 0.162 x 31/z
1,32.0
1,580
1,790
1,930
2,415
1; l3'71
1,360
1,540
1,660
2,075
LA
HHUS48
61/z
14
35A
71A
3
(22) 0.162 x 31/2
(8) 0.162 x 31/z
1;760
4,265
4,810
5,155
5,980
1,5 5
3,6 00
4,135
4,435
5,145
HGUS48
67Ai6
12
35/a
71/16
4
(36) 0.162 x 31/2
(12) 0.162 x 3'h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
1 43/ ,
HGUS412 1 107/16 1 12 3% 107A6 4 (56) 0.162 x 3'/z (20) 0.162 x 31/z 5,695 9;045 9,045 9,045 9:045 4,9GG 7,780 7,780 7,780 7,780
HGUS414 1 11346 1 12 35A 127/te 4 (66) 0.162 x 31/z (22) 0.162 x 3'h 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190
Double 4x Sizes
IBC, F
LA
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 loads. 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 ANSIIIPI 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.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2" nails in the header
and 0.162' x 31h" in the joist, with no load reduction. With single 2x carrying members, use 0.148" x 11h" 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
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 1/2" 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
rn
Finish: Galvanized
L
ate.
Installation:
v
d
Use all specified fasteners; see General Notes
C.
Can be installed filling round holes only, or filling
V
round and triangle holes for maximum values
y
See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
Z
for additional uplift capacity
- Options:
a
• HTU may be skewed up to 671/20. 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
Many of these products are approved for installation with Strong -Drive'
SD Connector screws. See pp. 335-337 for more information.
HTU26
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Uap)
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carving Member
(HTU210 similar)
Mm; Dimensions (iA) Fasteners m } DF/SP Allowable°Loads , ) SPF/HF Allowable Loads
' Model ' Heel. �' " Code
No Height W H g s Carrying . Gamed Uplift Floor SnowRoof 1A►ratl (Uplift Flood Snow Roof Wmd Ref.
a - Memher Member' (160) {700� (115)„ .{125j (160) (160) �100), (115) (125) (160)
Single 2x Sizes
'HTU26 (Max,.,),.
;1'/s
SJte:
; 3/z
S ("LU) U.7tiZ X, ✓2
(;'{ Il) U.]Qs x, l.h;
3A',005 ,1
E,yr u
> e > .t
°Z;A�=
,'+ a IU �
- l}.� a.,
- c,03V i ,aa�:
5..w w ,
, uu>
IBC,
HTU28 (Min.)
37/a
15/a
71tia
31/2
(26) 0.162 x 31h
(14) 0.148 x 11h
1,235
3,820
3,895
3,895
3,895
1,060
2,865 2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/a
71A6
31/2
(26) 0.162 x 31/2
(26) 0.148 x 11/2
2,020
3,820
4,315
4,655
5,435
1,735
3,285 1 3,710
4,0015
4,675
LA
HTU210 (Min.),
371a:
15�a :
91ti6
31/2
.(32) 0.162 X.3.Y2•
_,(14) 0.148 x`, 1/2
1,330
300
1 s {
<430fl
4 3 6%
1;145
3;22w s ,3,275
225-
u;225'
HTU210 (Max:)
i °91/4' "
-1 s/,:,
vA6
.31h ."
{32) O lfi2 x;3li
{32} 0:148 X 11h
3,318a
4 to5.;
Double 2x Sizes
HTU26=2 (Min.)
37Is`
35Ie`
5e..
31h .'
(20)'0.162 x 31h
414) 0.148 z'3I,�
si7;',
' 3910`
1,305,
1,ff50' , 2;090'
2;255
2;465"'+
HTU26-2 (Max) ,
51h:.
35fis
57ha
h
(20) 0-162.x.3'/z
'(20) 0148 x 3
2,1.75
2,940:<:32(a,o
3t1 "
,4
1,870,2,530
2,855,,.HTU28-2
(Min.)
37/s
35/ia
71f6
1/2
1:31
(26) 0.162 x 31/2
I (14) 0.148 x 3
1,530
3,820
4,310 4,310
4,310
1,315
2,865 3,235
3,235
3,235
IBC,
HTU28-2 (Max.)
71/a
35/ia
71/a
31/2
(26) 0.162 x 31h
(26) 0.148 x 3
3,485
3,820
4,315 4,655
5,825
2,995
3,285 s,7)f"-,
d,3^5..
-,ts1Si `
LA
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 bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/a" and 1h", 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 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.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
96
Simpson Strong -Tie® Wood Construction Connectors
Face-MountHTU
•e•
Q Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
HTU26 (Min.) 37/a I (2) 2x4 (10) 0.162 x 3'/z (14) 0.148 x 1'/z 925 1 1,470 1 1,660 1,790, 1 1,875 1 795 1 1,265 1,430 1 1,540 1,615
HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31/2 (20) 0.148 x 11/2 1,240 1,470 1,660 1,790 2,220 1 1065 1,265 1,430 1 1,540 1,910 1 IBC,
F A
,. FL L
)nc1 n i no .. i°tC ti n7n-°4 30 AM . .c� -.sri , :i ll `" -aAr ey RAG ' O gpn, I -'J P.r i,'. '1 i"tS.*ft Q QRfI ,
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 fisted diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Min.: Oimenslons (in;);'Fasteners (m } RF/SP Allowable Loads SPP/HF Allowable Loads
Model Heel _ Code
"No. F Height ° W H g ;Carrying', Carved Upbft '.Floor 5,ciow 'Roof Wtntl'', Upbft ,Floor Snow "Rood Wmd Ref
Member' Member _ , (160) (100) 6(115) (125j (160) (160) '(100) (1 5} (1' (i60)
Single 2x Sizes
HTU26'(Max) 5�h 1% '51/, ; 31h .20)0162x31/2, (20)0148x11h' 12j5 2,940 3,320 a,p ? ,1,045 1850 2 cnJ
IBC,
HTU28 (Min.) 37A 15/a 1 71fie 31/2 1 (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 1 2,825 1 2,825 2,825 FL,
LA
HTU28 (Max.) 71A 15/1. 1 71/is 1 31/2 (26) 0.162 x 31/z (26) 0.148 x 11/z 1,920 1 3,820 1 4,315 1 4,655 1 5,015 1 1,695 1 2,865 1 3,235 1 3,490 1 3,765
Double 2x Sizes
HTU28-2 (Min.) 37/a 35/5 71ti5 1 31/2 (26j 0.162 x 31/2 (14)0.148x3 1,490 1 3,820 1 3,980 1 3,980 13,980 1 1,280 1 2,865 1 2,985 12,985 1 2,985 1 IBC,
FL,
HTU28-2 (Max.) 71/a 35iis I 71tie 1 31/2 (26) 0.162 x-31/z 1 (26)0.1480 1 3,035 1 3,820 1 4,315 1 4,655 1 5,520 1 2,610 1 2,865 1 3,235 1 3,49C, 1 4,140 1 LA
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 albwed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/8" and 1h°, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSlfFPI 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 uplift 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.
i
M,
19
Simpson Strong -Tie° Wood Construction Connectors
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/,a" 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. Specify 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 1 3/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 'A" x 2W: Titer, 2
screois (1viodel 1 fN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E NP 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 TTN2-252341) and for concrete ('/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/16"-diameter hole to the specified embedment
depth plus'/2".
• Alternatively, drill the 3/16"-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
3/16" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MD1318412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/e" is required as shoe&fn in Figure 1 for f4ll uplift load.
• Where no uplift load is required, a minimum end distance
of 1 ?/2" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
1 ye
a.1_ 2 m;_
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
Simpson Strong-TieO Wood Construction Connectors -TTO "k
a
HU/HUC/HSUR/L A a
...... ................................._...................._....._.._.............................................................................................................................._..._..................................................................................._..............................................._. .... .....................
I
Medium -Duty Face -Mount Hangers-(cont.)
These products are available with additional corrosion protection. For more information, see p.15.
NO
Standard Concealed
Fasteners ,
.> „ y fn
GPCMU Concrete `
7iten®2 Tifen®2 foist ";
Allowable.Coads (DFISP)
Code
Ref: °.
`
» . GF mull
Uplift Down
(160) ; E (7001125)
Uplift Down .r
(160) ! ,TiD01125)
HU26
HU26X
(4)1/4 x 23/4 (4) 1A x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
HU28r.
HU28X"
_.
(6)?/4�x23/4 (8) Y6X1?/4 -
(4} 0.148X h'h
:545
1,500
760
400 ;
HU24-2
HUC24-2
(4)1/4 x 23/4 (4) 114 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26 2 (Mm)
,HUC26 2 -
(8} 11a 23/4 z, z 13/4
;` (4}-0.148 x 3
` 764
°' 2,000.3
HU26 2 Max.
'HUC26 2
12 11 x2314 ,yl`: 12 '/dzl3la
0148 x=3
�9135: ,
' A,000
1;1 5
HU26-3 (Min,)
HUC26-3 (Min.)
(8)1/4 x 23/4 (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 23/4 (12)1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU2872 (Mm)
HlJE28 (Min.) ".
E-
x
00)1F x 2�4 {10)1/a .- 3/a
;(4) 0148 x=3
q g 760
' 2 500
78
,725 ;
HU28 2 {Max) h"
HUG2$-2 (Max.) • ::
(19) Fla x 2314 " "a {14)1/a:x 13/a .
'`(6} 0148 x 3 5
°735
3,500
1135
4 920 .
-----------------
HU210
HU21 OX
(8)1/4 x 23/4 (8)1/4 x 13/4
(4) 0.148 x 11/2
545
2,000
760
2,415
HU2102,{Mm)
HUC2102(Mln)(14)11pX231q.,{14)1/a,x:13/a
�,:(6)Oj48�Xt3�135.3,500
"=1,135
4920
HU210=2 (Max)
HUC21072 (Max,),
(18)'l4 x 23/a { (18} 1%a'x 13/a
� 10) 0148 X 3
800
4,500_
1 8q0
5 085
HU210-3 (Min.)
HUC210-3 (Min.)
(14)114 x 23/4 (14)1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)1/4 x 23/4 ( (18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
"HU212
HU212X
(10)"'%4 x 23/4(10)?/4 X13/a -
(6) 0148 X11h
1135
2,500."
` 1,135
2,665
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 23/4 (16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)114 x 23/4 (22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU212 3 (Min )1,
HUC21^�r3 (Min)
(16} 1/4 x 2�4 j16)1/a=x 1 al4
(6) 0148.x 3
1135 ' '
.e 4,000 ;
=` 1,135
� 4 920
HU212 3 (Max) '"
- HUC21,2 3 (MaxJ
(22)1a x 231a (22} ya x 13/4
(10)'0.148 X 3 ..
= 1 800 "; ,,
5,085 `
1,800
5 085
-
HU214
HU214X
(12)1/4 x 23/4 (12)1/4 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU214=2 (Mm.)`: ;;
HUC21;4-2 (Min.,)
(18) J4 x 23/a 1 (18)1114 xA'3/4 -
(8) 0.148 x3
.1,515,- °
= 4,500
HU214 2 (Max) <;,
HUC214-2 (Max:) - ;
(24)1/4 x 231' t (Z4)1l4 z 13/a
(12) 6.1 8 z3
2015 1)
' 5,085,
2015
HU214 3 (Min.)
HU0214-3 (Min.)
(18)114 x 23/4 (18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/4 x 23/4 (24)114 x 11/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU218�`HU216X'
(18)1%4 x 2a (18)1l4 x'13Ia
2
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/4 . (20)1/4 x 1.3/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1/4 x 23/4 (26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU2163 {Min}
HQC21'6 3(Min.) .
(20)11a X 231a' (20)?I4`x;13/a e,
'"($} 0.148 x3------------
1515�.
4,920
1;5t5
;4,920`,
HU216
H
,U,
,'
I431a3
(2) Ufx2I
3
2;015
�5 085 ,
HU7 (Min.)
(Not available)
(12) 114 x 23/4 (12)1/4 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)114 x 23/4 I (16)1/4 x 13/4
(8) 0.148 x 1112
1,085
3,485
1,085
3,485
HU9 (Min.,),
(Not avalbble)
(18)'74 x 2 4 {18)'/4X"1a/a
n
(6) 0.148 X11h
1135
�` 3,230 `
_
1,135
230 ` '
HU9o(Max)
' . (Not available} . .'
=(24)11a x 23/a1 u, : (24} 1j4'X-13/a
;(10) 0148 x 11/2
;1,445 °
;37
1 445
3 785
HU11 (Min.)
(Not available)
(22)1/4 x 23/4 (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)
(30)114 x 23/4 (30)1/4 x 13/4
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
HU14=(Min)
(Not available)
(28)?/4 x2314 ` ° (28) ?/a.x.1314
(8) 0148 x -11h
1515
3 485'' .
1;515
3 485-
HU14 (Max)
{Not available) .,
(36)'/4 x2314 ��: (36)1/4 x 13/4
(14) 0148 x- i 1Iz
2 015
4,24 5=�
2,015
"4 245
38
5TA6GER JOINTS - TYP
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N
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SEE PLAN
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SEE PLAN
NOTE: ADD% FRAMING NOT
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_
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�•�REVISION:
BOTTOM CHORD
SEE PLAN
RA15ED HEEL TRUSS BEARING E3
SCALE NTS 5K1
RIBBON SCHEDULE,
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 39
(Vasd=128 MPH)
2X4 SPF02
24'
TO EACH TRUSS, (4)
EXP. B,
i
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ENCLOSED
Vult=180 MPH
x
(2) 12d GUN (0.131' X 39
(Vasd=139 MPH)
2f4 SPFR
16,
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EXP. C,
f
NAILS AT JOINTS
ENCLOSED
SHEET 1R :
RIBBON Ofl.W FOR
RNSEO HEFI ROOF 1RUSSES
SHEET INFORMATION:
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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.org.
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-PG = 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 2of3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.orq.
2. ICC: International Code Council; www.iccsafe.orQ.
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.orq.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 250001 / COMN Ply: 1
FROM: RWM Qly: 16
6'1 "7
6'1"7
Job Number: N334504
,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: Al
12'11"15 19'10 26'81
6'10"8 6'10"1 6'10"1
=5X5
E
39'8"
91101,
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
Des Ld: .37.00
EXP: C Kzt: NA
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
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.o0 ft
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 #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.
9'10"
29'8"
Cust:R8975 JRef:1X3L89750069 T10 /
DrwNo: 069.21.1302.22811
TCE / YK 03/10/2021
33'69 39'8"
6'10"8 6'l7
Defl/CSI Criteria
PP Deflection in loc L/defl 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
10, 1'
39'8"
♦ 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
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
t require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
lent Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
u rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 87 or B10
cable. Applgy plates to each face oT truss and position as shown above and on the Joini Details, unless noted otherwise. Refer to
s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildino Components GrouD Inc. shall not be responsible for anv deviation from this drawing any failure to build the
of trusses. A seal on this drawing or cover page
Dr the design shown. The suitabiligy and use of this
• truss in conformance WTI ANSIn PI 1,
listing this drawing indicates acceptan
drawing for any structure is the respon:
For more information see these web sites:
TPI:
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250030 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T25
FROM: ALS Qty: 1 , A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23703
Truss Label: A1A TCE / YK 03/10/2021
7'11"2 12' 17'1"12 19'10' 31'8"14 39'8"
f 7'11"2 4'0"14 +5,1"12 +" 2'8"4 3.10„ f B'0"14 + 7'11"2 '1
=6X6
F
39'8"
1' 8'11 3'9"3 i 2'1 3' 6'8" 7'11"5 1'
8'11 11'1— 0"4 r 14' 17' 23'8" I 31'8"11 39'8"
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; W3,W6,W9,W11 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.
Plating Notes
All plates are 2X4 except as noted.
(1) - plates so marked were sized using 0% Fabrication
Tolerance, 0 degrees Rotational Tolerance, and/or
zero Positioning Tolerance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
' The 5-0-0 section of Bottom Chord at 8-8-0
elevation between panel points R and N may
be field -removed as required provided that
all remaining plate/wood contact areas stay
intact and undisturbed.
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 Udefl U#
VERT(LL): 0.386 O 999 240
VERT(CL): 0.669 O 706 240
HORZ(LL): 0.168 K - -
HORZ(TL): 0.314 K
Creep Factor: 2.0
Max TC CSI: 0.791
Max BC CSI: 0.896
Max Web CSI: 0.765
VIEW Ver: 20.02.00A.1020.20
Laterally brace Bottom Chord above filler at
24" oc, including a lateral brace at chord ends.
(Not required if 5-0-0 section of lower Bottom
Chord is removed as noted (`)).
e
0 °
pp ° V
,L ,
COA f IO A
,frlagnit"O,
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 1410 - 2745 F - G 1410 - 2068
C - D 2144 - 4245 G - H 1218 - 2103
D - E 1499 - 2794 H - 1 1423 - 2777
E -F 1658 - 2771
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2371 -1107 L - K 2402 -1107
Q - M 3738 -1614 K - 1 2406 -1106
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
814 -1523
M - F
2007 -1008
C - Q
1476 - 551
M - L
1864
- 604
S - Q
2850 -1327
F - L
492
- 506
Q - D
1271 - 562
L - G
452
- 368
D - M
825 -1539
L - H
475
- 688
`*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 and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
r BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
aid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 133, B7 or B10,
le. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the
lformance with ANSIfI PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawingor cover page
Jrawinq indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliy and use of this
any structure is the responsibility of the Building Designer per ANSI/T 11 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250031 / COMN Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3L89750069 T2 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24173
Truss Label: A3 / YK 03/10/2021
Loading Criteria (pso
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 "
6'17 12'11"15 19'10" 24'4"
6'17 T 6'10"8 + 6'10"1
=5X5
E
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
Lac. 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.
33'6"9 + 39'8"
97"9 61"7
B3
1114X4
Eo
b
20'8"
_i 9'10"
19'10"
5'8"
4'6" , 64"
T 24'4'—r-
13,4"
10' 1'
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.033 M 999 240
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.082 M 999 240
B 871 /- /- /610 /172 /444
Snow Duration: NA
HORZ(LL): 0.011 L - -
N* 247 /- /- /156 /73 /-
HORZ(TL): 0.024 C
H 508 /- A /427 /147 A
Building Code:
Creep Factor: 2.0
Wind reactions based on MWFRS
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.961
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 Fac: Yes
Max Web CSI: 0.420
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
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 1138 - 532 K - J 952 - 498
M - L 691 - 320 J - H 484 -143
L - K 967 - 518
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
tiylfiuutttuaegri1t
`q Pjtrp�f/,
r
C - M 375 - 360 K - F 885 -1188
M - D 558 -150 F - J 573 - 255
D - L 559 -715 J - G 495 -484
L - F 769 -272
r
m
a" 708 "
o
e
o�
"
A"f ® °
t "4J
`47[':f#Yttinooll,
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 temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properattached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. App1q} lates to each face. otruss 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$cLComponents 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 bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(t�� 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: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821
SEQN: 250032 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T9 /
FROM: RWM Qty..
1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALIMEBB ELEV.D/F DnvNo: 069.21.1302.23280
Truss Label: A4 �SSB / WHK 03110/2021
6'1"7 126"15 19' 20' ' 27'1"1 336"9 39'8"
i
( 6'1"7 6'S"8 6'S"1 1'8' 6'S"1 �- 6'S"8 -� 6'1"7
P
0
m
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,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.
:5X5z 5X5
E F
39'8"
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):
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 240
VERT(CL): 0.321 .L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
03/10/2021
Ver: 20.02.00A.1020.20
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Alping, a divisio
" tr ssin conforrc
listing this draw
drawing for any
For more informs
10, 1'
39'8"�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 /310 /427
1 1556 /- /- /963 /310 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
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 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
E - L 548 - 356 G - K 508 -119
Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
TPI 1, or for handling, shipping,. Installation and bracin4 of trusses. A seal on this drawin or cover page
:eptance :of professional en sneering responsibility solely -for the design shown. The suitability and use of iris
esponsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250033! HIPS Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3L89750069 T8 !
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,13101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22595
Truss Label: A5 SSB / WHK 03/10/2021
17' 22'8"
7'10"14
7'10"14 } 9'1 T + 5'8"
M
b
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" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
_5X5 s5X5
D E
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)/l 0(0)
Plate Type(s):
31'9"2 39'8"
9'1"2 7'1014
9.10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udef1 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
Ver: 20.02.00A.1020.20
VAr
o'
0
o�
0
c) 08 1
8; 0
COA(8�ONALi4,t�
03/10/2021
10' 1'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /965 /318 /386
G 1552 /- /- /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 1 - 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, handlingshipping, 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 proper)v attached structural sheathing and bottom chord shall have a properly
attache rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, 67 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 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 bracingqof trusses. A seal on this drawing or cover pa a 6750 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 structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alDineitw.com: TPI: toinsl.ora: SBCA: sbcindustrv.com: ICC: iccsafe.orn: AWC: awc_Oro Orlando FL, 32821
SEQN: 250065/ COMN Ply: 1 Job Number: N334504 Cusl: RS975 JR&AX3L89750069 T11 /
FROM: RDP Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CAL1/4EBB ELEV.D/F DrwNo: 069.21.1302.23953
Truss Label: A5GE / YK 03/10/2021
___1
171'15
' 23'15
6'1'7 19'10' 21'1 ' ZJ'1 26' 37'10'7 3 VI 39.8'
F 6'1'7 3'8'9 1 I 6'10'1 + 2' ? 7 2YY' 99 r 6'1'14 ,
t 10.8'7'{ =5K8
21' i5' i 13'8'
F7' 10' 214 13°12 5' Ti8° 3'
19'8'4 21 26' 28' 378°
I 21'11'12 i3.10'8 { 13712
T `110'
39'B'
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): 0.106 AE 999 240 Loc R+ / R- / Rh
/ Rw / U
/ RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.211 AE 999 240 B 769 /- /-
/504 /323
/444
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.044 1 - -
AB 2335 /- /-
/945 /990
/-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.088 I - -
Z 1079 /- /-
/484 /352
/-
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
T 519 /- /-
/398 /219
/-
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CS: 0.646
Wind reactions based on MWFRS
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.645
B Brg Width = 8.0
Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.957
AB Brg Width = 8.0
Min Req = 2.8Z
Brg Width = 8.0
Min Req = 1.5
Loc. from endwall: NA FT/RT:20(0)/10(0)
T Brg Width = 8.0
Min Req = 1.5
GCpi: 0.18 Plate Type(s):
Bearings B, AB, Z, & T are a rigid surface.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Bearings B, AB, Z, & T require a seat plate.
Lumber
Members not listed have
forces less than 375#
Top chord: 2x4 SP #2 N;
Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #1;
Chords Tens.Comp.
Chords Tens. Comp.
Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N;
B - C 465 -1090
I - J 391
-195
Bracing
C - D 335 - 815
J - K 390
-199
i (a) 1X4 #3SRB or better continuous lateral restraint to
D - E 399 -762
K - L 536
- 262
be equally spaced. Attach with (2) 8d Box or Gun
E - F 411 -759
L - M 608
- 296
nails(0.113"x2.5",min.). Restraint material to be supplied
F - G 397 -678
M - N 506
-244
and attached at both ends to a suitable support by
H - 1 377 -185
S - T 228
-610
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
Maximum Bot Chord Forces Per Ply (Ibs)
restraint. substitute (1) scab for (1) CLR and (2) scabs
Chords Tens.Comp.
Chords Tens. Comp.
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
B -AH 922 -479
AA- Z 375
-227
member. Attach with 0.128x3" gun nails @ 6" oc. ad/
t rJ/t�f
AH-AG 486 -261
AG-AF 486
Z - Y 388
Y-X
-286
4G
-261
388
-286
Special Loads drw
AF-AE 486 -261
X - W 491
-156
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) �.*` oo°nrob4gO 'rk
AE-AD 486 -261
W - V 491
156
TC: From 56 plf at -1.00 to 56 plf at 10.67 °°� , n
•9 %
AD -AC 486 -
V - T 491
156
TC: From 76 plf at 10.67 to 76 plf at 32.67
AC -AB 479 -32 5
ae
TC: From 56 pif at 32.67 to 56 plf at 40.67
BC: From 20 plf at 0.00 to 20 pif at 39.67
®• 7,0
Maximum Web Forces Per Ply (Ibs)
BC: 128 lb Conc. Load at 23.21,23.79 s
PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98) ° #
Webs Tens.Comp.
Webs Tens. Comp.
o _
Plating Notes
AH-AI 518 -256
AB -AR 304
-482
All ® S 0 !
are 2X4 except
AI-AJ 655 -273
AR -AS 445
-568
plates as noted. ; .®
•°
AJ- G 519 -269
AW- Z 272
-747
off°`�
Wind ®'07:
G -AL 514 -933
AW- N 237
-676
�`
AL -AN 498 -920
N -AX 683
-357
amsups®o°'r��
Wind loads based on MWFRS with additional C&CW q' A rgo \1,9
member design. �
AN -AP 519 -955
AX-X 690
-352
COA�#>E f AL r 0c�
AP -AC 540 -984
X -AZ 301
-478
Wind loading based on both gable and hip roof types. r�sA,Baaaata4aaasoaaa�°�:
AC- K 792 -505
AZ -BB 275
-472
03/10/2021
K -AB 546 -1366
BB- S 326
-457
**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, installing and bracing. Refer to and follow the latest edition
Component Safety Information, TPI r
of BCSI (Building
by and'SBCA) 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
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.
Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance ANSI/) PI 1, for handling, -shipping,,
with or installation and bracing of trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of this
drawing for any sQructure is the responsibility of the Building�esigner per ANSI/T�l 1 Sec.2.
675o Forum Drive
Suite 3o5
For more information see these web sites: Alpine: alpineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora
Orlando FL, 32821
SEQN: 250035 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JR&AX31-89750069 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23360
Truss Label: A6
SSB / WHK 03/10/2021
7'10"14 15, 24'6" 31'9"2 39'8"
-�"
T10"14 T1"2 i 98 i T1"2 i T10"14 i
:6X6 =6X6
D T3 E
12
6
5 \5X5
c� C
o
r` W in
W1
B G
A
H
4X6(A2) = 5X5 = 5X5 =5X5 = 4X6(A2)
� 39'8"
�1' I 10' 9110" 9'10" 10,
+1'�
I
10' 19110" 29'8" 39'8"
Loading Criteria (psi) 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
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.115 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft B Br Width NCBCLL: 10.00 Building Code: Creep Factor: 2.0 g = 8.0 Min Req = 1.8
TCDL: 4.2 psf
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 g q =
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are i rigid sat plat
MWFRS Parallel Dist: h to 2h Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474 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): I Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1807 -2729 E - F 1827 -2537
C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910
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 J - I 1847 -1110
member design. K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - 1 628 - 300
K - D 628 - 300 I - F 394 - 358
gtstasrarettao frtaar�`fs� '
� r
�r®aanaomaa
�v ®mb ,�''rfi.
4 o Ile.
a *q
a
o. (V8
a
�
a
0 Q ••
ONA
COAL i$
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 of BCSI (Building
Component Safety Information, r
by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless noted otherwise, top have bottom have
per chord shall proper)v attached structural sheathing and chord shall a properly
attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810,
as applicable. Apply 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 Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the
in
truss conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliy and use of this Suite For
-Designer
drawing for any s r'ucture is the responsibility of the Building per ANSI/T' 1 1 Sec.2.305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: icosafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 250036! HIPS
Ply: 1
Job Number: N334504
8975 JRef:1X3L89750069 T6 /
FROM: RWM
Oty: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
rDZN: 069.21.1302.22531
Truss Label: A8
WHK 03/10/2021
6'94 13' 19,101, 26'8"
32'10"12 39'8"
6'9"4 6'2"12 6'10" 6'10"
6'2"12 6'9"4
E5 5X5 1112X4 `= 5X5
D E F
12
6 �2X4
C
p2X4
o_
G
m W3r`
ZW
B
t
H
A
It_el8"
4X6(A2) -5X5X 5 =5X8 =5=4X6(A2)
39'8"
10' 9'10" 9'10"
10,
�1'T
+
10' 19'10" 29'8"
+11
39'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: 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): 0.191 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 /- A /953 /716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 A A /953 f716 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft BuildingB
NCBCLL: 10.00 Code: Creep Factor: 2.0
Br Width = 8.0 Min Re 1.8
9 q =
TCDL: 4.2 psf
Soffit: 0.00 FBC 7th Ed. 2020 Res. MaxTC CSI: 0.543
H Width = 8.0 Min = 1.8
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754
ing
Bearings B & H are a rigid surface.
e.
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
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
yit'rfPtttarftrara !lJgFtq+
D - K 425 -401 J - G 381 -339
'p'•-
E - K 585 - 391
' iJj �rpPi
�♦m{M�dB}p�9^90.i(bq®min
��Af�s
^.1
�q,
%
•
2
a p
■ m
i F
W%
�ti
gy
P- bin
� #AaL0��R'°ate
COA
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
Component
of BCSI (Building
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)v 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,
Apply
as applicable. 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.
ffefer to
Alpine, a division of ITW Buildin 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 far handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engmeering responsibilitty� solely -for the design shown. The suitability and use of this Suite Fos
drawing for is the the Building
any structure responsibility of Designer per ANSI/TP1 1 Sec.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
SECiN: 250037 / HIPS
Ply: 1
Job Number: N334504
R 8975 JRef:1X3L8975o069 75 /
FROM: RWM
City: 1
7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F
�DNo:069.21.1302.23796
Truss Label: A10
/ WHK 03/10/2021
5'9"4 11' 19' 28'8" 33'10"12 398"
5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4
:5X5 =5X5 =5X5
D E T3 F
12
6 •2X4 W 2X4
T
C
o (a) (a) C'
n W3 7
iIo
B H
A
a^3 18„
4X6(A2) -5X5 - 5X8 = 5X5 =4X6(A2)
39'8"
10' 91101, 9'10" 10,
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 Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240 Loc R+ / R- ! Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 /- /- 1940 /718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- /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 B Br Width = 8.0 Min Re 1.8
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 9 q =
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934 H Brg Width = 8.0 Min Req = 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: 0.751
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 2386 -2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2,OE; D - E 2502 - 2773 G - H 2184 - 2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,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 - L 2448 -1855 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822
nails(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 L - D 470 -71 K - F 626 -612
for (2) CLR'S where shown. Scab, reinforcement to be D - K 739 -778 F - J 466 52
same size, species, grade, and 80% length of web E - K 79
member. Attach with 0.128x3" gun nails @ 6" oc. -534
}gggt;R141fJi�(Ottgttplllfr+f
Wind
Wind loads based on MWFRS with additional C&C ,,foe** a'.
member design.�'c4g�, ��t
Wind loading based on both gable and hip roof types.s ±• °,
s
•
•
• S
AT 0 a
.° •'•a
COAON�ya�`°`'
03/l 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) fo'r safety to these functions. Installers temporary
practices prior performing shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have roper) attached structural sheathing and bottom chord shall have a properly
Locations for lateral
attached Mid ceilin shown permanent restraint olYwebs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y. fates 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 Buildingg Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in ANSI PI 1, for handling,
conformance with or shipping;, installation and bracin44 of trusses: A seal on this drawing or cover paWe 675o Forum Drive
listing this drawing indicates acceptance of professional en meenng responsibilit�yr solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Buildingq]esigner 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: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250038 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3L89750069 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23484
Truss Label: Al2
SSB / WHK 03/10/2021
9' 17' 22'8" 30'8" 39'8"
9' 8' S'8" 8' 9'
,6X6 =5X5 =4X4 =6X6
C T2 D E T3 F
,2
T 6� T
o (a) W (a)
W5
T B G
A H
�5
4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2)
39'8"
1' i 10' 9'10" 10, 1'
T 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 Udef! 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
BCLL: 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 /- /- 1921 I720 A
EXP: C Kzt: NA
Des Ld: 37.00 0.150 1 Wind reactions based on MWFRS
Mean Height: 15.00 itHORZ(TL):
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 g q =
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G are i rigid surface.
MWFRS Parallel Dist: h/2 to h Bearings B & G 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.o0 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
B - C 2250 - 2705 E - F 2239 - 2478
Lumber
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 I - G 2329 -1835
nails(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 - 1 944 -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. t{ttsfttrsp�+q/tler�/r
Wind
Wind loads based on MWFRS with additional C&C
member design.a
Wind loading based on both gable and hip roof types. 0
" o 7,08 1
a
�
a #
a v w
a �w qQ
0 ®y
a
i
8 a
��i�[d °*tea
• g1. a�P°®�*�
COA asp fit�f� 0�
It" Hit"'�+
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 fabricatinp;-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 �roperlr 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 applicab-le. _ AppTy 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 Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in with
conformance ANSI 1, or for handling, shipping,, msta!lation and bracin of trusses. A seal on this drawing or cover pa a 675oForum Drive
listing this drawing indicates acceptance of -professional en meering responsibilit(y� solely -for the design shown. The suitability and use of this Suite 3o5
drawing for any structure is the responsibility of the Building�esigner perANSI/TP1 1 Sec.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: 250056 / HIPS
Ply: 2
Job Number: N334504
Cust: R 8975 JRef:1X3L89750069 T12 !
FROM: LPM
Qty: 1
7A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23764
Truss Label: A14G
SSB / WHK 03/10/2021
- 2 Complete Trusses Required
7' 17' 22'6" 32'8"
39'8"
7' 10, + 5'8" 10,
7' i
=6X6 =8X8 =8X8
12 C T2 D T3 E T4
=6X6
F
T 6
o
T
B
G v
A
H
8X8 = 8X8=4X6(A1)
39'8"
10' 9'10" 9'10"
10,
+ +
10' 19,10" 29'8"
+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 Udell L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240
B 3135 /- /- /- /1427 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - -
G 3136 /- /- /- /1428 /-
EXP: C Kzt: NA
Des Ld: 37.00 () HORZ TL : 0.121 1
Wind reactions based on MWFRS
Mean Height; 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.676
BCDL: 5.0 psf
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760
Members not listed have forces less than 375#
FT/RT:20 0 /10 0
Loc. from endwall: NA () ()
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 1424 - 3094 E - F 1534 - 3602
C - D 1533 - 3601 F - G 1425 - 3094
Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS;
D - E 2128 -4831
T3 2x6 SP #2 N;
Bot chord: 2x6 SP SS;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Nailnote
B - K 2752 -1257 J - 1 4769 -2187
Nail Schedule:0.128"x3", min. nails
K - J 4768 -2187 1 - G 2753 -1258
Top Chord: 1 Row @12.00" o.c.
o.c.
BotWe Chord: 1 Row @4"
Webs : 1 Row @ 4" o.c.
o.c.
Maximum Web Forces Per PI Ibs
y (Ibs)
Use equal spacing between rows and stagger nails
Webs Tens.Comp. Webs Tens. Comp.
in each row to avoid splitting.
C - K 1287 -417 E - 1 727 -1297
Loading
K- D 727 -1298 1 - F 1287 -417
#1 hip supports 7-0-0 jacks with no webs. 4cnpeauraatruu
�i.
Wind ��°�
���� ®H.
tlaaaa•, ' `
Wind loads and reactions based on MWFRS. m m°°i°°•.f'r�
a
Wind loading based on both gable and hip roof types.`
s
a
a
+ � 0 a
`0
COA�t�+�fl�
'Aft"
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 SBCA) fo'r
and safety practices prior to performing these functions. Installers shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall
temporary
have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply to each face of truss and as shown above and on the Join QDetails, unless noted otherwise. Refer to
Oates position
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 responsible for any deviation from this drawing, any. failure
truss in conformance with ANSI 1, or for handling, shipping,, bracin4 trusses. A this drawn
to build the
installation and of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use Nis Suite For
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.305
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: 250039 !
FROM: RWM
Loading Criteria (psi)
TOLL: 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
Spacinq: 24.0 "
COMN Ply: 1 Job Number: N334504
Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: B1
5'7"4 + 10,8" 15'8"12
5'74 V012 5'0"12
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
1 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.
=4X4
D
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):
21'4"
5'4"
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
VIEW Ver: 20.02.00A.1020.20
03/10/2021
Cust: R 8975 JRef:1X31-89750069 T20 /
DrwNo: 069.21.1302.22828
SSB / WHK 03/10/2021
21'4"
5'7"4
8'
21'4"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- /529 1397 /229
F 805 /- /- /464 /361 A
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
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 properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face. of truss and position as shown above and on the Join gDetails, 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 ANSIlTPI 1, or for handling, shipping,. installation. and bracin4qof trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional enpmeering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building Designer per ANSI/TXl 1 Sec.2. Suite 305
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: 250059 / GABL I Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3L89750069 T3 /
FROM: HMT Qly: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24171
Truss Label: 82GE / 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
Spacing: 24.0 "
10'8"
10'8"
F' 4,8" 2'
(TYP) =4F4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
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;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 22.33
BC: From 20 plf at 0.00 to 20 plf at 21.33
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
21'4"
21'4"
21'4"
Jw 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: No
FT/RT:20(0)/10(0)
Plate Type(s):
21'4"
10'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.005 R 999 240
VERT(CL): 0.011 R 999 240
HORZ(LL): 0.004 L - -
HORZ(TL): 0.006 R
Creep Factor: 2.0
Max TC CSI: 0.323
Max BC CSI: 0.197
Max Web CSI: 0.091
Ver: 20.02.00A.1020.20
19d�a�®ame�p�>1fdd��r..
m
s°
a
m
�e
03/10/2021
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 125 /- /- /39 148 /11
Wind reactions based on MWFRS
B Brg Width = 256 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
require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Went Safety Information, by TPI and SBCA) fo'r safety pracCices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
d ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10-
icab�e. Apply plates to each face oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
1s 160A-Z For standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
conformance with ANSIPI1,-or for handling, shipping,. installation, and.brac'in of trusses. A seal on this drawm or cover pa4e
vs drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabili y and use of t11is
1 for any structure is the responsibility of the Building esigner per ANSIITPI 1 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250041 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T19 /
FROM: RWM Qty..
1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22876
Truss Label: Cl 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
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: 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;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
7'
7'
5X5
C
14'
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):
14'
7-
7-
14'
Deft/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.014 E 999 240
VERT(CL): 0.025 E 999 240
HORZ(LL): 0.008 E - -
HORZ(TL): 0.013 E
Creep Factor: 2.0
Max TC CSI: 0.767
Max BC CSI: 0.503
Max Web CSI: 0.119
VIEW Ver: 20.02.00A.1020.20
03/10/2021
M
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 588 /- /- /371 /272 /158
D 527 /- /- /305 /234 A
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 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 proper)v attached structural sheathing and bottom chord shall have a properly
attached rigpid 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 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 bracing of trusses. A seal on this drawingor cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engmeering responsibilitty� solely -for the design -shown. The suitabilifand use of this
drawing for any sgructure 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: iccsafe.or ; AWC: awc.org Orlando FL, 32821
ISEQN: 250061 / GABL Ply: 1 b Number: N334504 CusC R8975 JRef:1X31_89750069 T1 /
FROM: RWM Qty. 1 7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23922
Truss Label: C2GE / 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
Spacing: 24.0 "
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;
Special Loads
-----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 15.00
BC: From 20 plf at 0.00 to 20 plf at 14.00
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS Al6015ENC160118 & GBLLETINO118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
7'
7'
5. 2' —..I
(TYP)
=4X4
D
14'
14'
14'
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):
14'
7'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 J 999 240
VERT(CL): 0.014 J 999 240
HORZ(LL): -0.004 H - -
HORZ(TL): 0.009 H
Creep Factor: 2.0
Max TC CSI: 0.392
Max BC CSI: 0.242
Max Web CSI: 0.142
03/10/2021
♦ Maximum Reactions (Ibs), or•=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B' 129 /- /- /40 /50 /12
Wind reactions based on MWFRS
B Brg Width = 168 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 376 -199 D - E 377 -199
Ver: 20.02.00A.1020.20 Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 -403 H - E 511 -403
"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 andSBCA) 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
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq 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 Joins 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[TPI T-or for handling, shipping,. installation. and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawingq indicates acceptance of professional en sneering responsibilitty� solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Build ing�esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 250043 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRefAX3L89750069 T13
FROM: LPM Qty: 1 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24514
Truss Label: D1 / WHK 03/10/2021
5'
5'
4X4
C
10,
5'
12
6
117
io
B D
A U E 88
F
2X4(A1) III2X4 =— 2X4(A1) 1-41
10,
i�
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wiind_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
Des Ld: 37.00
EXP: C Kzt: NA
NCBCLL: 10.00
Mean Height: 15.00 ft
Building Code:
TCDL: 4.2 psf
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: Yes
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
fnrnvr:
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.
5'
10, 1
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.007 F 999 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.013 F 999 240
B 434 A /- /286 /202 /134
HORZ(LL): 0.003 F - -
D 434 A A /286 /202 /-
HORZ(TL): 0.006 F -
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.345
D Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.257
Bearings B & D are a rigid surface.
Max Web CSI: 0.081
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.
VIEW Ver: 20.02.00A.1 020.20
B - C 522 - 494 C - D 521 - 494
03/10/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
**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 bracing installed per BCSI s ctions B3, B7 or B10,
as applicabgle. Apply plates to each face of truss and position as shown above and on the Joint Details, unless note 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 responsible for any deviation from this drawing, any, failure to build the
tr ss in conformance with ANSI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit�yr solely -for the design shown. The suitabilifY and use Nis Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSIrr 11 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: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T26 /
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24359
Truss Label: D2 / 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
SO
0
cV
4-3
5'
5'
4X4
C
10,
5'
12
6
ih
B D
Eg 8
F
2X4(A1) 1112X4 - 2X4(A 1)
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;
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,
5'
5'
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):
5'
10,
DefI/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.007 F 999 240
VERT(CL): 0.013 F 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.006 F -
Creep Factor: 2.0
Max TC CSI: 0.345
Max BC CSI: 0.257
Max Web CSI: 0.081
03/10/2021
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- /- /286 /202 /134
D 434 /- /- /286 /202 !-
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 522 -494 C - D 521 -494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
> require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
gent Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
p rigid ceiling Locations shown for permanent laterel restraint of webs shall have bracing installed per BCSI sections 63, B7 or 610,
cable. Apply plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to
s 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW BuildinctComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
conformance with -ANSI 1, or for handling, shipping,. installapon.and bracin4 of trusses. A seal on this drawing or cover page
its drawing indicates acceptance of professional enpineenng-responsibility solely -for the design shown. The suitability and use of )his
for any structure is the responsibility of the Building Designer per ANSI/TA 1 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 2500571 HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24561
Truss Label: D3G / WHK 03/10/2021
0
43
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 "
3' } 7' 10,
3' 4' 3'
=4X6
12 C
4X6
D
6T
LID
B E •-
ih
A F8,6„
H G
1112X4 1112X4
2X4(A1)=2X4(A1)
10,
1 3'112 3'8"8 31 12 1
3'1 "12 6'10"4 10,
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;
Special Loads
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at
3.00
TC: From 28 plf at 3.00 to 28 plf at
7.00
TC: From 56 plf at 7.00 to 56 plf at
11.00
BC: From 20 plf at 0.00 to 20 plf at
3.03
BC: From 10 plf at 3.03 to 10 plf at
6.97
BC: From 20 plf at 6.97 to 20 plf at
10.00
TC: 129 lb Conc. Load at 3.03, 6.97
TC: 65 lb Conc. Load at 5.00
BC: 80 lb Conc. Load at 3.03, 6.97
BC: 52 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.022 H 999 240
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.044 H 999 240
B 625 A /- /- /316 A
Snow Duration: NA
HORZ(LL): 0.008 C - -
E 625 /- /- A /316 !-
HORZ(TL): 0.016 C
Wind reactions based on MWFRS
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.288
E Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.365
Bearings B & E are a rigid surface.
Rep Fac: Varies by Ld Case
Max Web CSI: 0.059
Bearings B & E require a seat plate.Members
FT/RT:20(0)/10(0)
not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
I
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 20.02.00A.1020.20
B - C 467 - 962 D - E 467 - 962
C - D 389 - 842
r
g®
o.7.08 i
p
o
��yy
V
♦ o
p
�'®y
rtat
03/10/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 829 - 394 G - E 829 - 394
H - G 842 - 389
**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 cJ SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSL Unless noted otherwise, top chord shall have propery attached -structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinp 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 BuildinlComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI gPl 1, or for handling, shipping,, installation. and bracin4 of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitabilif9y and use of This . Suite Fos
drawing for any sQr'ucture is the responsibility of the Building -Designer per ANSI/TPI 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: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1x3L89750069 T14 /
FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23843
Truss Label: V4 / 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 "
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
Lac. 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 #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
Valley truss connection to truss below shall be designed
and furnished by others .
1'11"8 I 3'11"
1'11"8 r 1'11"8
12
6 = 4X4
B
4X4(D1) =4X4(D1)
A C
0— 10'6" 3
D
3'11"
3'11"
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 Udefl U#
VERT(LL): 0.004 999 240
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.003
Creep Factor: 2.0
Max TC CSI: 0.070
Max BC CSI: 0.098
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ 6Q � sq �a`�° � lY�p{. tr� off aL,.�
E
m �
a S +' sA �j dig }r✓ .
COA'd.0; a4aaS`
nan
03/10/2021
♦ Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
D* 75 /- A /32 /18 /6
Wind reactions based on MWFRS
D Brg Width = 47.0 Min Req = -
Bearing A 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
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 pnor 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 B3, B7 or B10,
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 Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSU PI 1, or for handling, shipping,, installation and bracingq of trusses. A seal on this drawing or cover page - - Forum Drive
listing this drawing indicates acceptance of professional enpmeering responsibilitty�r solely -for the design shown. The suitability and use of This Suite Fos
drawing for any structure is the responsibility of the Building Designer, per ANSI/TPI 1 Sec.2.
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: 250046 / VAL Ply: 1
FROM: LPM Qty: 1
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 "
Job Number: N334504
,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: V8
3'11"8 7'11"
3'11 "8 3'11 "8
4X4
12 B
D
1112X4
7'11"
3'11 "8 3'11 "8
3'11"8 7'11"
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
Speed: 160 mph
Pf: NA Ce: NA
Enclosure: Closed
Lu: NA Cs: NA
Risk Category: II
Snow Duration: NA
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: h/2 to h
TPI Std: 2014
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: 0.18
Plate Type(s):
Wind Duration: 1.60
rArAVG
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.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
Cust: R8975 JRef:1X3L89750069 T16
DrwNo: 069.21.1302.24609
KD / WHK 03/10/2021
9'6"3
Defl/CSI Criteria
♦Maximum Reactions (lbs), or*=PLF
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.007 D 999 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.014 D 999 240
E* 75 /- /- /35 /26 /8
HORZ(LL): -0.003 D - -
Wind reactions based on MWFRS
HORZ(TL): 0.006 D
E Brg Width = 95.0 Min Req = -
Creep Factor: 2.0
Bearing A is a rigid surface.
Max TC CSI: 0.266
Members not listed have forces less than 375#
Max BC CSI: 0.192
Maximum Web Forces Per Ply (Ibs)
Max Web CSI: 0.142
Webs Tens.Comp.
B - D 478 - 315
VIEW Ver: 20.02.00A.1020.20
f l
�9®
,, rs'aa.wora ri
' p 4
®
0
9 '
� D
0
A3 ® °
a
COA1�i
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing,and bracing. Refer to
and follow the latest edition of BCSI (Building
Went Safety Information, by TPI and SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
d rid ceiling Locations shown for permanent laterel restraint of webs shall have bracin installed per BCSI sections 63, 87 or 310,
cable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to
1s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,, installation. and bracin4of trusses. A seal on this drawing or cover page
,is drawin indicates acceptance of professional engrneering responsibility solely -for the design shown. The suitability and use Nis
1 for any s ructure is the responsibility of the Building Designer, per ANSl/TPI 1 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250047 / EJAC Ply: 1 Job Number. N334504 Cust: R 8975 JRef:1X3L89750069 T15 /
FROM: HMT - Qty: 8 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23734
Truss Label: EJ7 KD / 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"11
12
6
M
O Lo
M
B
A B'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 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 it
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):
Defl/CSI Criteria
PP Deflection in loc Udefl 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
VIEW Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /-
/249 /108 /208
D 125 /- /-
/73 /- /-
C 174 /- /-
/128 /169 /-
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.
Bearing B requires 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, 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 propery 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. AppTy 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/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pacla 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineering responsibility solelyTor the design shown. The suitability and use of this Suite 905 -
drawmg for any structure is the responsibility of the BuildingVesigner per ANSI/TPI 1 Sec.2.'
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: 250048 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T21 /
FROM: HMT Qty: 6 , A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24360
Truss Label: EJ7A / WHK 03/10/2021
m
T
2X4(A1)
B
7'
7' 1
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defi/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.016 C
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.030 C -
Building Code:
NCBCLL: 10.00
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: 0.738
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.513
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 4.50 It
FT/RT:20(0)/l0(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
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.
,fib°� � 1Vv �• rf����'�
1 f;
e ®�sa�m®a os�r qoQ@ ypy�ddj'f�r�t.
A
e
0.7,08
1 �
a
m
a
�
�
tS P11 '`•' e �a
h Ast 1
COAL � rytS. oNA
�y11+�10
12'2"11
0
8'8"
♦Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 270 /- /- /179 /71 /186
C 126 /- /- /76 /- /-
B 177 P /- /132 /171 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Went Safety Information, by TPI and SBCA) fo'r safety practices �'ortpei0rmingt'asafunctions. Instalers shall provide temporaryer BCSIUnlessnoted oyherwisetopchord shall have propedattached sructural sheathing and bottom chordshall hae a properyriid ceilingLocationsshownformanent lateral restrant owebs shall have brawn installed per BCSI sections 63, 87 orB10cabe. Applyplatestoach face oT truss and position as showabove and on the Joint9Details, unless noted otherwise. F�efer to
is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
conformance with ANSI/PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pag
its drawing indicates acceptance of professional engineering responsibility solelyor the design shown. The suitability and use of this
1 for any s ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250049 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T24 /
FROM: LPM Qty: 3 7A5/320 ,182ED,F ,02G ,Rl01 / 1828/CALI/4EBB ELEV.D/F DrwNc: 069.21.1302.24422
Truss Label: EJ3 / WHK 03/10/2021
V
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.
3'
3'
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):
C
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.248
Max BC CSI: 0.112
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
102-11
LO
CV
8-pn
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 188 /- /-
/157 /71 /100
D 52 /- /-
/28 /- /-
C 65 /- /-
/45 166 /-
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.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
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 SCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
brac'mg per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached rigqid ceiling Locations shown for permanent lateral restraint otYwebs 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. Defer 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 PI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawing or cover page
listing this drawing, indicates. acceptance of professional, engineering responsibility solely%or the design shown. The suitability and use Nis
.6750 Forum Drive
Suite 305
Orlando FL, 32821
see
TPI:lpinst.org; SBCA:
SEQN: 250050! JACK Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3L89750059 T23 !
FROM: RWM Qty. 2 ,7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22733
Truss Label: EJ2 KD / WHK 03110/2021
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 "
12
14,
TI r�� 9'8n4
co
b 14- LO
_ p 8rpUrr
A
�T D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 It
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 8P #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.
2X4(A1)
2'
2'
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 Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.137
Max BC CSI: 0.026
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
�.* A r 0
e
• jte
°
COAL ONALC�L�`
03/10/2021
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 157 A A 1140 /54 /52
D 32 /- /- /18 P /-
C 34 /- /- /20 /26 /-
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.
Bearings B, D. & C require a seat plate.
Members not listed have forces less than 375#
"'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 and SBCA) fsafety-practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
id ceilingg Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10
e. AppTy plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
vision of ITW Building Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the
tformance with ANSIrfP[- , or for handling, shipping,. Installation and bracin4 of trusses. A seal on this drawing or cover page
jrawintq indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabilify-and use of This
any s ructure is the responsibility of the Building Designer per ANSlrfPI 1 Sec.2.
birmalion see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
6750 Forum Drive -
Suite 305
Odando FL, 32821
SEQN: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3L89750069 T34
FROM: JRH Qty: 4 , A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24421
Truss Label: CJ5 KID / YK 03/101202'
C
11'2"5
12
6
Cl)
i3) �
N iM
M
B
A 8'8"
D
1' 4' 11 "4 I
T
4' 11 "4
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): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.005 D
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.010 D
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
CreeP Factor: 2.0
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.549
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.257
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAN/P
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.
1��• '-..ft�fj
��1 _garad4eap®' t �'•i
o. 6 Oft # '
t
7K � •
•
°* SJ
• l�
•A,0 6tr
,.AA J/O�NAL
nanf►„<
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /-
/200 /88 /152
D 89 /- /-
/51 /- A
C 118 /- !-
/85 /116 A
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.
Bearing B requires 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, 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 �roperlr attached structural sheathing and bottom chord shall have a properly -
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq 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 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 p.onsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation. and bracin4 of trusses. A seal on this drawing,
or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional enppsneering responsibili solelyorthe design shown. The suitabili y and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/T�l 1 Sec.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: 250052 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T33 /
FROM: LPM Qty. 4 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24453
Truss Label: CJ3 / WHK 03/10/2021
T
2X4(A1)
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 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
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 SIP #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.
211 "4
2' 11 "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):
C
T
cM
T
Defl/CSI Criteria
PP Deflection in [cc Udefl U#
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
"._
�a ®l O+�Ytm O00a i00�'yr� `i
N
Yt
0.7108 1
Ai
® p� :q-
0 v
10'2"5
ch
(V
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 /71 /9E
D 50 /- /- /27 A /-
C 63 /- A /44 /64 A
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.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
03/10/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
sses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nponent Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
-ing per SCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
ched d id ceiling Locations shown for permanent lateral restraint otVwebs shall have bracin installed per BCSI sections B3, B7 or 1310,
applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
Nings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ne, a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any. failure to build the
sin conformance with ANSI 1, or for handling, shipping,, installation an' bracing. of trusses. A seal on this drawing or cover page
ig this drawinp indicates acceptance of professional eng r eenng responsibilittyv solely for the design shown. The suitability and use of this
Ning for any sCructure is the responsibility of the Building -Designer per ANSIfTPI 1 Sec.2.
more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:2500531 JACK Ply: 1
• FROM: LPM Qty: 8
Job Number: N334504
,7A5/320 ,182ED,F ,02G ,Rl01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: CA
Cust:R8975 JRef:1X3L89750069 T29 /
D rwNo: 069.21.1302.24174
/ YK 03/10/2021
Loading Criteria (psi)
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 "
F
12
6 � C
1, 11 "4
11114
co
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
HORZ(TL): 0.000 D
Mean Height: 15.00 ft
Building Code:
Creep Factor: 2.0
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.183
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.022
C&C Dist a: 3.00 It
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVF
VIEW Ver: 20.02.00A.1020.20
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.
MOW
•
♦ Maximum Reactions (lbs)
# 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.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
JO �,�,6®�,,
a 4
� s
x
!® ! Of
!, , •� s 4. +.
COA I AL
Fk@1X1169rl1"I'l
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 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 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 brac.'lnn installed per BCSI sections B3, B7 or B10.
as appllcabD Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer 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 bracingof trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional encL,eenng responsibility solely 4or the design shown. The suitabiligy 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: iccsafe.or ; AWC: awc.org Odando FL, 32821
SEQN: 250054 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T22 /
FROM: HMT Qty: 2 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23733
Truss Label: HJ7 TCE / YK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"11
C
12'2"3
12
4.24 @ 2X4
C
v
m �
in
v
B
T
q•] A 8-8„
i
FE
2X4(A1) =4X4
1 5„ 9'2"2 i 7,14
97"2 9110'1
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: 0.00
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: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") 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: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.049 F 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
VERT(CL): 0.092 F 999 240
HORZ(LL): 0.012 C - -
E 364 /- /0 /- /84 /0
HORZ(TL): 0.023 C
D 214 /- /- /- /177 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.542
B Brg Width = 10.6 Min Req = 1.5
Max BC CSI: 0.670
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.261
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#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
.00A.1020.20 VIEW Ver: 20.02
B - C 392 - 565
i�''� samaaaarcae ' 4r°y�
edlei s
0.7108 1
03/10/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 534 - 356
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 391 - 587
"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, bV TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
r BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
)id ceiling Locations shown for permanent lateral restraint of webs shall have bracininstalled per BCSI sections B3, B7 or B10
e. 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 drawing
drawing for any stru
For more information
deviation from this drawing, any failure to build the
of trusses: A seal on this drawing or cover page
or the design shown. The suitability and use of this
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250055/ HIP_ Ply: 1 Job Number: N334504 Cust: R8975 JRefAX3L89750089 T17 /
FROM: LPM Qty: 2 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24030
Truss Label: HJ3A �TCE / YK 03/10/2021
0
C
12
4.24 T 10'2"6
ti
B
V
(V
�+1q A � prpn
D V
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�--- 1'5"
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 It
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Loading
Hipjack supports 2-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
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.
4'2"3
4'2"3
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 L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Creep Factor. 2.0
Max TC CSI: 0.120
Max BC CSI: 0.074
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 /- !- /- /45 /-
D 28 /- /- /7/-
C 64 /- A /- /48 A
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Width = 1.5 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#
"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 poor 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 aproperly -
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or 810,
as applicable. Apply plates to each face oT truss and position as shown above and on the Join�Details, unless noted otherwise. f�efer 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 P( 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 -en responsibilityy solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -De "gner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindustry.com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
e
Gable Stud Reinforcement Detail
ASCE 7-161 160 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
Ori 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Ori 120 moh Wind Sneed. 15' Menn Helnh+_ Pnr+inlly F—In-4 c,,nn„ o, n ie,,+ = i nn
S
2x4 Brace
Goble Vertical
pacing' Species Grade
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace xw
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace w
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 10,
6' 7'
6' 10'
7191
8' 1'
9' 3'
9' 7'
12' 2'
12, 8'
14' 0'
14' 0'
U
S P F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Hr
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' G'
14' 0'
14' 0'
E
Q
r
Standard
3' 8'
4' 111
5' 3'
6' 7'
7' V
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'
S' 3'
S' 7'
6' 11'
7' S'
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_
[-
#1 / #2
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P r
#3
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10' 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
u P
Stud
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10,
13, 9'
14' 0'
14' 0'
14' 0'
cjj
O
�l
Standard
M42
6' i'
6' 5'
8' 1'
8' 8'
10' 5'
10' 10'
12' 8'
13' 7'
14' 0'
14' 0'
#1
7' 7'7'
11'
9'0'9'
4'
10' 8'11'
1'
14' 0'
14' 0'
14' 0'
14' 0'
SP
#2
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13, Il'
14' 0'
14' 0'
14' 0'
#3
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
0j
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
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'
Lf
U
I�
HP
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
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'
B' 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'
1 10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
r-i
D I�r 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' G'
6' 11'
8' 8'
1 9' 3'
1 11' 6'
12, 0'
13' 7'
14' 0'
14' 0'
14' 0'
,
Diagonal brace optloni
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect diagonol at
mldoolnt of vertical web.
AN ITW COMPANY
115141 Earth\ City% Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO\ 63045
/
rr
18'
L
'L' Brace End
Zones, typ.
2x6 DF-L #2 or
better diagonal
I
braces single
8,
or double cut
(as shown) at
L
upper end.
W'l `N Refer to chart $k
wwWARNMww READ AM F[LLOV ALL NOTES IN THIS DRAW5M
—MPMTANTww FURNISH THIS DRAWING TTI ALL CONTRACTORS INCLUDING THE INSTALLERS_
Trusses regilre extreme care In fabricating, handling, shipping, Installing and bracing, RefI&I
,Ilow the latest edltlon of SCSI (Building Component Safety Information, by TPI and SBCA) f,actices prior to performing these functions, Installers shall provide temporarybradngp,less noted otherwise, top chord shall have properly attached structural sheathing and bI
all have a properly attached rigid telling, Locations shown for permanent lateral restraiI
,all have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ea�
truss and position as shown above and on the Joint Details, unless noted otherwise.
fer to drawings 160A-Z for standard plate positions. '
Alpine, a division of ITV BWlding Components Group Inc. shall not be responsible for any devlatl
Is drawing, any failure to bulld the truss in conformance with ANSI/TPI 1, or for handling, ship)
•tallation 4 bracing of trusses.
A seal on this drawing or cover page listing this drawing, trxDcates acceptance of professional
gi eer ire responsibility solely the desk awn. The sultablllty onM use of ttds dro.i g
responsibilityr any ding Designer per ANSI/TPI 1 sec.&
For more Information see this Job's general notes page and these web sites,
ALPINE, www.alpineltw.comi TPI, www.tpinst.orgi SBCA, www.sbclndustry.orgi ICa wwwiccsafe.org
0
Bracing Group Species and Grades,
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standar 1 #2 i Stud
#3 1 Stud #3 Istandard
Dou las Fir -Larch Southern Pinewww
#3 #3
Stud Stud
Standard Standard
Group Bi
Hen -Fir,
#1 & Btr
#1
Dou -I s Flr-Larch Southern Pinewwx
#1 #1
#2 #2
1x4 Braces shall be SRB (Stress -Rated Board).
rwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values maybe used with these nodes.
Gable I russ 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' overhang, or 12' plywood overhang.
Attach 'L' braces with IOd (0.128'x3.0' min) nails.
ME 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 807 of web
member length.
Gable Vertical Plate Sizes
i 1
11 lilt"
o/ffl
_
Vertical Len th
No Splice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than 11' 6'
4X4
II + Refer to common truss design for II
awc , peak, splice, and heel plates.
o
� Refer to the Building Designer for conditions
ax nbl ve ti• lei th, not addressed by this detail.
®• REF ASCE7-16—GAB16015
w DATE 01/26/2018
e m
DRWG A16015ENC160118
0/2021
MAX, TOT. LD, 60 PSF
MAX, SPACING 24,0'
4,
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
Fnr I rat -in \/Pr-f-irn I c
Truss Plate Sizes
pproprlate Alpine gable detail for
e sizes for vertical studs,
Engineered truss design for peak,
b, and heel plates,
vertical plates overlap, use a
to that covers the total area of
lapped plates to span the web,
2*2X4
2X8
rrovide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nailsi
10d Common (0,148'x 3,',min) Nails at 4' o,c, plus
(4) nails In the top and bottom chords.
Toenalled Nailsi
10d Common (0,148'x3',min) 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, A10030051014o A14030051014
ASCE 7-10 & 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, S20015Ee
tM1 fOD
S11530ENC100118, S12030ENC100118, S14030E30E1001��!//
S18030ENC100118, S2003UENC100118, S20030 See appropriate Alpine gable detall for maxirt tid4r t�
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End -nail
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
Examples
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) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30
2x6
20
"VARNING1n `:FAD AND FDLLDV ALL NDTES ON THIS DIAVINGI �_ �
U. {UO 4
"INPO2TANTa FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALL SC -
REF LET -IN VERT
Trusses require extreme care In fabricating, handling, sipping, installing and bracing. Ref `telon
follow the latest BCSI (Building Component
`
edition of SafetyInformation, by TPI and SBCA) fo s
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 ho' m cho
A� {'9' o
DATE 01�02�2018
DRWG GBLLETIN0118
shall have a properly attached rigid ceRN. Locations shown for permanent lateral restralnt f s•
shall have bracing Installed BCSI sections B3, B7 or B10, Apply to
f'i v •
per as applicable. plates eai.�,
of truss and position as shown above and on the Joint Details, unless noted otherwise.
• • "c,/
PI
Refer to drawings 16CA-Z for standard ptate positions
•i• p •bi tes
AN ITW COMPANY
Alpine, a division of ITV Building Components Group Inc shall not be responsible for my deviat r
this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shppin
Installation & bracingof
of trusses,
°•arerw °.a••
r�"*\� �yx
�ts/
MAX, TOT, LD, 60 PSF
11514% Earth\ City% Expressway
11 Suite%242
A sent on this
is drawing
n or cover page listing this drawing, indicates acceptance of professbnnI
engineering responsblUty solely for the design shown. The sultoblUty and use of iNs drowYg
for any structure Is the responsblUty of the Building Designer per ANSI/TPI 1 Sec2.
A
Q7 Y �� �1
, •
dFt� �� �► it0iiort
l.ct�I�f 4tP
'
DUR, FAC, ANY
11 Earth% City,% MO% 63045
For more Information see this Job's general notes page and these web sites.
ALPINE, www,alptneitw.comi TPI, www.tptnst,orgi SBCA, www.sbcindustry,crgi ICC. wwwlccsafe.arg
MAX, SPACING 24,0'
NAIL SPACING DETAIL
6
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 LOCATION , 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
D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BELOW:
SPACING MAY BE REDUCED BY 50%
wx SPACING MAY BE REDUCED BY 33X
DIRECTI❑N
OF LOAD AND
NAIL ROWS
LD
W
J
CL �AA� NAIL 0
LINE 0
J
w
A
1 1 1 1 1 Bw
1 1 1 1 1 B/2)K
I A I
C )"I \- TRUSS
MEMBER
LOAD APPLIED PERPENDICULAR TO GRAIN
C
(15 NAIL DIAMETERS)
1/2 NAIL DIAMETERS)
A D D D A'
LOAD APPLIED PARALLEL
C)K)K
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
Bw
C)K)K
D
8d
BOX (0,1130X 2.5",MIN)
3/4'
1
3/8'
1
3/4'
7/8'
lOd
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 (0,135'X 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 2,50,MIN)
3/4"
1
1/2"
1
7/8"
V
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
'oa„o
t. -0 a \G
•gOpp• ��j�r�
•
■■n*ozTMTN9 DMVDG NO m ALL CONTMT S IN � M TTIiM S..1 ; �' r � REF NAIL SPACE
Trusses require extreme care N fabricating, hnndling, sWppIng, Installing and bracing. Refje�,
�
fouor the latest edition of BCSI (Building Component Safety Infornntlon'temp
y TPI and SBCA) fZ`t�jr' e - DATE 10/01/14
practices prior to performing these functions. Installers shall provide temporary bracing LSL •Unless noted otherwise, top chord shall have properly attached structural sheathing and bm cholo
hall haveaproperlyattached rigid ceiling. Locations shorn for permanent lateral restraiss 0 • DRWG CNNAILSP1014
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to e,S a
of truss and position as shorn above and an the Joint Details, unless noted otherwise.
PI Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatlo r o�•• 1 ,e•.,�
this droring, any fnlfure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin aw•t,•wPa
AN ITW COMPANY Installation 6 bracing of trusses. �� this drawing, A sent on this drawing or cover Indicates acceptance of professlonal Ij� •+j 1" �0�2�21
\ 1514\ Eadh\City\ Expressway engineering responsibility solely for the design shom The suitability and use of this drorhg 'SFd
\\suite\242 For any structure Is the responsibility of the Bullding Designer per ANSI/TPI 1 Sec.&
\\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites,
ALPINE, rrr,alpineltw.comi TPI, vr.tpinst.orgi SBCA, www.sbcindustry.orgi ICCi wwwlccsafearg
Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, 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,
)K)KAttach 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 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,
2X4 X4
12
12 Max. I
1X3
— 8-0-0 max
4X4
1X3 (Max Spacing)
5X4/SPL ff 1X3
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 lOd 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,
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'.
Valle
Spacing
Pitched Cut
Bottom Chord
Valley
Square Cut
Bottom Chord
Vallev
2X4
H.
SQpG,g¢���tatg�gtiiitMltN�
"WARNDIGIM READ AND FO1DV ALL NDTES ON THIS DRAVDNl3
■sDPWTANTta RAt1ISH THIS DRAWING TD ALL CONTRACTORS INCLUDM THE INSTALLERS.
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer
fall.. the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for f
practices prior to performing these functions. Installers shall Provide temporaryy bradng per SL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bott ch
shall have a properly attached rigid ceiling. Locations sham for permanent lateral restraint o w�
shall have bracing Installed per BCSI sections 113, B7 or 1110, as applicable. Apply plates to eachl-Ode
of PI truss and position as shown above and on the Joint Details, unless noted otherwise. y Refer to drawings 160A-Z for standard plate positions. Q¢
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation 11
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY Installation 6 bracing of trusses.
\ \ 514\ Earth\ Cit \ Expressway A seal on this drowig or cover page llstig this drawl, Indicates acceptance of professlonnl
Y P Y engineering responsibility solely for the design sham The suitability and use of this dro.ig
\\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 sites,
ALPINE, www.alpinettw.conl TPD www,tpinst.orgl SBCAi ww..sbcindustry.orgl ICG ww.Iccsafe.org
0/202
2X4 4X4
Ir
Stubbed Valley Optional Hip
End Detail Joint Detail
nl T
,r i IPartial Framing
t 24 ° o,c, Plan
LL 30
TC DL 20
BC DL 10
BC LL 0
TOT. LD, 60
30
15
10
0
40PSF
7 PSF
10 PSF
0 PSF
57PSF
REF VALLEY DETAI
DATE 01/26/2018
DRWG VAL180160118
55
ACING 24,0'
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,
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:
(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
I, — 8-0-0 Max
4X4
At
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,
*W* 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
20-0-0 (++) Mi
Supporting trusses at 24' o,c, maximum spacing,
2X4 4X4
Valle
Spacing 3F
Square Cut Stubbed Valley Optional, Hip
Bottom Chord End Detail Joint Detail
oe-nailed Valley . . . . . . . . . . . . . . . . . .
12
10 Max, I-
S��9
o-GR{•s{ejtaii'�l►ra(e�E�oj"ra,
old I \
■wVAWmMiw■ READ AND Fta1nV ALL NUTES ON TIDS DRAVUJII "° ® U. d U0 1
oUTMUNTv FURNISH THIS DRAWIIG TD ALL CWTRACTDRS INCLUDm THE INSTALLERS g
Trusses require extreme care In fabricating, handling, shipping, InstatUng and bracing. Re o a rc
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) f ]6fe
practices prior to performing these functions. Installers shall provide temporary bra dng - HCSI. E
Unless noted otherwise, top chord shall have properly attached structural sheathing and b on cFnd AR° Ah e
shall hove a properly attached rigid ceiling. Locations shown for permanent lateral restrain of b9h14-Bi 1 lJ
shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ed5�h ebw
of truss and position as shown above and on the Joint Details, unless noted otherwise.
I �I ReFer to drawings 1f 1T for standard pints positions. %®
Alpine, o division of [TV Building Components Group Inc shall not be responsible for any devlati slew O swo
this drnring, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippl sw w,r•wra
AN ITW COMPANY installation 6 bracing of trusses.
414
A seal on this drawing or cover page Usti g this drawing, 6wDcates acceptance of professkmt ! 115141 Earth: City\ Expressway engineering responsibility solely for the design shown The sultablllty and use of this drawing �/'/} ' { j �" �. /10/2021
11 suite\242 for any structure Is the respore6Alty of the Building Designer per ANSI/TPI I Sect.
1\Earth%City.\MO\63045 For more Information see this Job's general notes page and these web sitesi
ALPINEi www.alpineltw.ccmt TPD www.tpinst.orgi SBCAj tnimsbclndustryargi ICG wwwJccsafearg
u=ter' Partial Framing
n o1c. Plan
LL 30 30 40PSF REF VALLEY DET
DL 20 15 7 PSF DATE 01/26/2018
DL 10 10 10 PSF DRWG VALTN160118
LL 0 0 0 PSF
LD, 60 55 57PSF
'AC,1.25/1.33I1.15 11.1
CING 24,0'
I VALLEY FRAMING & BRACING DETAIL I
Lumber Size and Grade Minumum Requirements
Ridge board... 2x6 (min) p2 Southern Pine or better, '
Rafter spans 20'-0" or less... (A) 2x6 SIP 112, SPF 01/112, DF #2 or better
(B) 2x6 SP N2, SPF 01/42, DF p2 or better
Purlins/Lateral bracing... 2x6 SPFN2, HF 02, DF p2 or better
Sleepers_. 2x(width of rafter seat cut) SPF x3 or better
2 parallel 2x6 SPF R3
Cripples and blocking... 2x6 SPF 03 or better
Truss Below... See design- Southern Pine Material -
RIDGE
BOARD
(2X6)
COLLAR BEAM, EVERY THIRD
PAIR OF RAFTERS
TYPICAL COMMONS---� 2x4 BLOCKING Zx4 Pudin 24"
SPACED 24" O.C. (Where no sheathing
GENERAL NOTES
Purlins required V-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: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05,140 mph, Enclosed, Cat 11, 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.
2' 0" O.C. (TYp)
Connection Requirement Notes
i 1 1. 2x6 rafters to ridge 416d toe -nails
Attachment can be made directly 2. Cripple to ridge 416d toe -nails
or through plywood sheathing 3. Cripple to rafter 416d toe -nails
,, by cutting a 2"W' notch in sheathing (••) 816d face -nails
4'.0" TYPICAL 4. Rafter to sleeper or blocking 516d toe -nails
0 r) Rafter to two 2x6 sleepers 416d toe -nails
S.
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d 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.
Cripple to Purlin
316d toe -nails
(NOT REQUIRED IF SLEEPERS ARE USED)
CRIPPLE, BRACING, & BLOCKING NOTES NO Cold[0.16lar mto5")C 416dtoe-nails
NOTE:16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10' 0" Tong
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of cripple with 10d 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 requirementsiy
Nails are common wire nails unless noted otherwise. H.
4,0998"
MSF••
•.VARlmrn.• READ MW FalAV ALL N= ON TMS MAVDG -
�TANTo FLRNM T= MAVUG To ALL CONTRACTORS D UDDiG THE DWrALLERS
' I`w f """ ' •U:
c
C LL 20
30 40 54
REF VALLEY FRAMING
Trusses "ci ir-e ..frame care h febrlcntkq. ho..Rbp, sh1ppbM Instnift and brnckg • Refer t "'
follor the latest adition of BCSI CRAeft Comporie nt Safety Information, by TPI and SBCA) fr sast
• *
0 .
-
IC DL 10
20 7 7
DATE 10/01 /14
pmctices pMr to perfornkq these functlorm Installers shall provide tenno per porory bradB
Untess rator ed oth—lze. top chord shall have properly attached structurat sheathing and botton%hwd
shalt have a property attached Mold eetkto. Lmmtlons shoes forperrw"t lateral restraint of
• •
6-STATE OF °'
• 0--C
d
DL 0
0 0 0
DRWG VACNV1801015
lu(��`i(I
A �f� rH�
shalt have brace kritone6 per aboL andectb—on th J r Ble, as ur4esappticnbte.no Apply plates to each foie
of truss and swan as sha.n above and v, w ldnt netalls, ate:s ,ated atl,er.lse.
• •
••. •/C P. .° ,E(,,.
BC LL 0
0 0 0
Refer to nk•a tys 36e4-Z for stardord plate posMons. +
• nnr� •
O� •••
AN rtW 1,
Ns n division of rTV BAdno Components Group Dr shall not be msponsble fr, any deviation f,�
.fill, any lagFolkur,eof to bald the trlass ti confornonce skin ANSI/TPI 1, r Fr Itandlkt0, s't4dn0,
ktstallatlort b brndnp of trusses.
•a" "1O••• �� ,,`��
,(n� •���••• X��
9
�•oNAIL
TOT. LD.30
50 47 61
A seal On this dvskg r cover pope astkp this cf-a.hp, Motes ameptnrce of professional
erpF�}p sdely fr the dd9n ho The of '•`�'0
fr any stt�aety. Is r*sp°ns&AIty rrratitg Desgm.rsifr
�t
DUR. FAC. 1.25/1.15
13389 I.A.1=1 Drive
Earth City, MO 63045
a pepertiANS S.r2`Z
Fr "'lp krfornoFu T s.. this Jobs pert V ^°tin iu and
ALPDEr ..ealpixlte{om1 1PL e.eipktstarpl SBCN .n. MCefxb J=iaafe a
pintION�t
0 ?p 1S
SPACING SEE ABOVE