HomeMy WebLinkAboutEngineering Package3 . i
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
[PR_HORTON _/ STATEWIDE _ _I
17A5/320 CREEKSIDE
182ED,F
02G
Lot: 100
Address:
..............................
JobNumber: N334504
Revision Date:
unit: Reviewed for Codei
Compll C
Universal Engineering
Sciences
FILE COPY
New Load #: R101
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
A,PfNEMara 13,2010 ARnW6bA4Y
Mt. Bob. Michaelis.
Garp&fttdr.C6.ritradtofs of Am6ribk-lric.
3909 Avenue G, N.ofthweqt
Writer HaVen, 5L 33880-6201
Re: Alternative instaltabofis.for a single ply aimed trCl,§s with a Width less than the, hangqr width, valid
wood. blocking to -achieve full design load valUefcwihb@:- upted.'hanger-Aftachmentbna-atid ply
supporting girder (Ref6fdri6d detail WA3.7,02).
'Oear-Bob,
.Fota sihgl& ply carried tfuss'WtIT A width less than the hangef width you can install a prefabricated jack
scab truss (w)Jpr wqod'Mlev 151ocki4g. The chord sizes, cb ro grades, and Alpine plate(s) to bethd same as the single- ply carried truss. The pr6ffibindatbd f4ck *§'dab trUs:s (*y Will hav6 a mHlhjurn
)erigt of 48' and will have a minimum pitch. of 511 ?. -1�4e single. ply parr' reaction of
.tedl`russ shall h req . p have a
3,5,00# or. less. Attach 'p're"fa'b*d"c"at*e'd"j�ick..bcab..truss wiI4 two (2) ply
of '0. GUn NWIs at 2"
Q='Qt per r6vV., -staggialr&d I " (See Flgijr6 I b6low). Please -refer to -the Sirhpsqn -Strong..-Tie Catalog GC
2bl A, page 216.j riggreO:$ for more information.
pjiqure-'I
Fora sIRg 16- ply.gifder:that requir,6s Wood bl6qkhq W ai hleve4ull deEFigh load value for- faqe_mQuftted
Bangers -attach one wood. block to the back face of the single -ply girder With the same si
ze and
qr6de:.a§ the bottom chbrdpf the single ply gj.rdef. Thewood• block fdii4th to, b6 such thafth6W6od
btqcMng.-extends to each• adjacent,panel 'points (*dbs �thd bott6mch6rd interse9tions). Attach wood
block with rows of L.-I 24" x3.!Y- Gun N.4s at 6� b.. C*. per row, staggered 3.0'applied to the
Q750 Forum Drive 8uite 305, OMndo, �L 3.2821.. (fiQq).521-9196--(863) 4224685
www.allpineitw.nom
P
ALPINE
single ply girder face, with an cj!Oopna�l (2Q) QJ2$--x3.17- OunNails at.eacb,panel'.point apptedlo-the
wootf block face ($6e Figure � biAb.*.).'Please refer tothe Sotosbil Strohg-Tie Gatalbg G-C*2049,
page 2% Rg.de.e 1 for more-. infortnation.
Figure--2
The -applit-Mon of -.prefabricated jackscab truss fdr wood f[II&bIoc:kIhg or wood blocking to, achieve MI.
design Toad value for fa.ce=mount6d hangers must be approved by fhe- hardware rnanufaciurer'.,
All edge -and end dittaboes, arid "spacing for all nail connecilotis must be sufficient
ORYient to l5reV6nt;§pIitt71ng of
'wood..
If. I can.be-Qf any further assistance or N you have any questions; please give me a jcal . 1.
Willibri! H, Wick-P.E.
Chief Enginpar
Alpine an ITW Comp
Engineering
ng'Irleering Department
Orlando,'Fl-
6750"FatUm- DNia Sdke:306; -OHafido,. FL 32821 (853) 422-8685
ALPINE
April 26-,201 b
Mr. Bob Michefe;1J.'s
Carp
enter Gontract6rd. ofAmerica, Imb-
3boo Avenue'% Roftwest
Whte-i& Mv6n, FL 33830-6201
Dear Bob,
Rd' Strongback bridging Oij Fbbf-jtru§ses.
1-understqndthere is some coridOn over obrIfecdminendAtl6hs f6t.strbngback bridging on -roof trusses.
-Strongbackbridging jar roof trusses is npt. a requirement Qf"ANS I-TPI 2014 nor is it a requirement of the
BLiildihg COtp6h6nt -SAfety Inf6fri46ory. (Bbs(), But strong6ack. bridging on roof trw§ges is
recommended, by Carpehtet Cohtractdra 6f*America. Stidhgld& bridging -geN&s the following two
functiih.sr
- One,, Bridging aligns the bottom -chords after they are. set -so they are uniform along the ceiling
llife and heilpa-with b0iling sqrvjcaabliify
- Two; bridging reduces fdt&6 deflection of adjacentffilisses.
. -
Strongback bridging'.does- dot--prevent-.of redudB7.,oveftill indiVidual deflection, edpecially, any rooftrusses.
h
_$trPn,gb.gc*k- bridging In roof trusses d6es 'not serve asteMpbrary..or permanent' t* bracing and is not -
.intended *io disitrfbuik of share.
design !otids . -befw.eeh Oqri�;equen i�, ti' design loads 6ve
t a desig o .
been ?ccourjtedfbrWM this def-Ail4d dontinubUs-strdhgback*Mdgihg shovicl notbe.a'ftched betude6
cofnnion and girder 'tri-isse - s� The use -of strongback: bridging, shall not interfere with other design
considerations as sgeciffed.69- tffo Engiheer Of Record 6'r ther Building Designer..
The ddtLgends otthe 'p;ttoriooack-bridging .shall be -attached to awall-or another -secure end restrains, or
aLs specigW: by the Erigifiee'r of ReWdor.tfia Mlding.De'sjgher.
Strongback bridging shalt be -a- minlImfirp of W notiiinal [UrnbOr odented -with the depth Vertical. Attkh
(8): 1�d :common' nails (0.162N3_51,') nails at each intersecting Tdmbeh When exter.)ding the
strorlOack brfdgfnq overlap. by at a minimum :of .two trusses. The 1'ecabion of. the: strongback. 6nqding
maybe specified by'tlie Truss MahuftictUr6r, Enlfie& bT*Redord, or Bdildihg De§1di-dr. Please refer -to
BCS1 4Strdn_qlJackhg or to Alpinp, 8TR8MR1O!4 detail for more. information. The graphib
§ho,A6 (Figure 1) Is for gshirrlc ffluttriftve purpose only,.
5750 Forurn Driva.Sulte 305; Or%ndo, FL32821'-(600) 521-9790-(863) 422-8685
www.alph)eitw.com*
ALPINE
�t?.h-S -HCA in. 54a1a)
Figure4
1f 1-can.bd of any fiAWassistance' orif-ypu have• any questions, please give me a. call.
'Sinc; rely., -
go. 0861
STATE William-FLI(rick T* STATE 0
Ctftef E-.ng[nper
Alpine an r1W. C;Qmp;�ny V5-
ORIO
"Qw- 1,8NAL
Oddn4cr, FL 32kl
6780 Forum Drive gulbe Kr&, Orlarido,'FL:M21 (800) W-6790 - (893).422-8685
www.wp1ie,tw.4;4m I
f 10
n' uugnrghp
q.a,n•=r•+• ort b� •n r mxas ro+rt •+..,ru . r+++'�� a dtoow ggal.Howia.,y
•JNIJ d S "•N• x••+rw11P "'�'i",eu lew.a ige( sfR.w.. gM1w,v ,s+ou.ueJ. oaseS�B
{S_�i�y,,. pq:a�+s.i wnLN'nd aiw.ry6a.a5wra+pc•1�yq�s�Ip. RBI �eyp+Y 9r„'i+'"'p ,pn .c1 •rW Y?w. IMu cutt
AO'i Atld ' Oj'''•�.)�-�.,. 1pp 1e�a4� idun �Yufa WY11'a0M ai OM�4 �}�47 �..Vw,Y•
r f_ y 4'. VI Y � IVWt
�%pp! • 1 .yy�,y 4..af t vuiN 7'�•�•+• .t •^`K '�4s ytry •!,•Iw,• w•aim+'N�N4, aNWI')ODMII ND
.i 4i 'Q .' .. • ..7 ��"D a^ 'r w.'c k'n-P,C.9 -# ,Ravo4!.{•M ,a .•IIWs 4'7.aR•9 �Wwadw.! P!n ,Alt M'. ► �'a4 �,/+tl . •nm1Hr•0, •l�la �+vpWv, f i YD9t',
jaw W . i ...
�Scl ��' yy :: •ax iva.;bi{+Nvd qsl '+q".z�a' + role .,c•4 ag�.s I.aP•I•!�
T .s 7y,}Iv;4c,ga.a`lu+!•I.WwvwM ..efwW.•+Wlv�i �tIR+: P•'P3i•RI+WeA• .n 11v4,
bTbTRlijHtIlS E) ANd- 3Sd 'Id.31 PAP ^►, puo�, .wF 1�!a�n.+� w P•V •al.a„a }nat i w P+•W •rwa� ,P•!s euin°F1�t
..z i•�I['l.�.W+°"I.�,mne+„+vN•:tn .n,lwl:• f,,.«it.eyvd�- �• .
,c4+f•+, .,e/ • o xba au. •s W+�aao � iSR:w• w 1 w4"�IP
K7TO/oT '311VO dSd: 1Q l ; W!.w �N!x�J° b+4P��' i� r953?aww au xa.P(q,'.+sa.+rwx,'► •'+e•+�++ .
)13dHrJNOMl'S` d3?l iSd "j'I?•� '� : • ' a anvltldtraml lama q I H�hiraacavraoeemmvr�°a",i..�x"rl'a'�
b jd 'Q :••„ �..;.•*' ' 'I,,�r S•34I,LVN213T1H 1N3WH-3V.11.1 DNI9Q•Ia8 AJVd6NUd-LS .
t
i
1
I
'(uol4.ow.a0fui
• vv
uauodwo Bu n o' aafa.a '6u B -1
' 3 Ipll. S)' IS�H' } I pl q
.tO., 4H'Ex.B2Po) situ)
�jdng6uQ a;s Qulp,fjq a,a uoja.nw.jodul lvuoj+ Ipptr ap3
0
NI WU:) PUT
V s mm (:Asx.elrot NOWNoo pot
(i7 �l1 x?q'1H ai. 7 VKUN08LS
au d
1 ld' ct
p'apuawwona.x xiciuo.a�s, a�o�a tat{} put 6ujOppq
ovlly xoolq NVIVDs
�o m I. ++w a;_ , pt UN3 H3t!3 ld'.03NIdalS3M '. kg ja -M110H • aNb• 401
3yg�Npals < (1wI 1w) 9k2 lv satlN uoek,BZt.0) NN9/x06.
.sl.
Non'g6uo ads. fo U4j ntln}5ul aq:} Aq paiuvNua
en,p. i ao c.aex,erro>'NONHO� PDi <Z)
a:at . sWa� siCS aoolf lln. fo a�unw ao3 aad a41
f• nrw+ ae a a
'sda}s;l.00f sti gzih$ sptibf �ufgd Bujnoid
Pa.gn a.+ puuN A ak'
?
:*4 p0
wo a f 6uj,.p qo
taataa°ovaaNlnais
aonpa a o} .san aas 6ul6pl aq NongauDJ4..s 'ssn a}.
ua�ti( po uaaryt� aq. -%puol : 4Pjod fa uo14„gj,4;.slp
aye. Wl '6ulpin �o�• :uol}714pn �.!I 'WOl}o,agln lva}icon
I o
laq waq.sAt : ssb,4 : toj .uol4.opuawwooaj
?
• •
,.
•n: sl..,eulBplu�l..ylpdaBuo.�}s,..d).,lnjnol�..�nd
i
' .
6ul6pl.ag, ';.uauodwoo ssn•'.1j: jt npinlpul •q?na•
:aof• s4.uaw"Inbas3 6ul:?+o.fq :aq:.- -;Qzr CQ(il) 6ulAb,4Q
ssn.,U 'W.a}SRS
s�ivN <.ocx,ea �
Nro%XOH' POt (S7
46lSao: PH+ •a} la�ZZI 400" .ao
,aod dub fo. • u2Wa a nbai,a 9urJ Dnoa s• un caodw
13 � 1 • T } � �• �• I
! ao. �tdN' •<,ex,errm
Q NONHoa Pot <e). iM Han
utf sl .,ew�5nug,• 'djgoa6uvgo aa.� ul..pasn d1Ua?l-n.15[w
Bawl}aUlos a an �6Upn •a,. p�ln. ;6uI¢p:I�q, stx4# . ;iL -.�
01 x?tlH0N0alS HOtllltl
spbq� aw uawg3ro� v pa•'131'ON
,GT vD papuawwona.a sl 'slla� ap
ILd139N adds sand 3NU lsv l iV'NOd 211'S
ul ge(rny.I's• so' •paugl}lsod' !Buj6p1 ?q iOlog5ud.a}s
sawn hNtoalms -)I so�oalr.• dvl
'NAaHS.•SV ON OM& A0.(1311 NI. 131VN atlas.
'Wa Sds .a00 aq�; �O sSaU }1}3
9xa } 1 d .
aqa. ul di;na.aoui jln.aaho: Wo. ul Bul}li7sa a
aro..9'
1 ).a Snoa 3.N1 Shim (;Wcx;sal,o)
NnWAX Pot HaoS H3tll1V
:+sasgn,q. jnnpl,nlpuE �aaaN4aq 6-,-- _s pool • dolanap
•Hun
o} sj .6gj6pj:ag ap-ng6uo.l}s fo asad md- aql1
zogwrij• papb.a6 n; a+s, 9x2 wnwiulw
n •aq. •lings• 6uR6•aq pun• 13ulepl.aq >poquUou}s lldl
'
.aa wn a bia6 ssa a s
i q 1' P� p �- .•
naH13�o1 �N[oataH-
xa«rmNaatg 11n.
l.xg wnwlulw o aq 1p aqs sl{oolq uo_gnos 11'd-WK
'
SN1IIIVCIN3WWQ33'8. •SNID(IINE AOVE MQN L 'S
ThA-
q i IUWO 'ORE rI 6
'AN' 5000 AlJ5TpBE A.
k< G. �SFlll-.
r�fFFli�T� l ;t{i ':(7' '•'TfJ' l3Pi� D0 1 - -I- L-..T
gow.t."-w t' - . MAC Ei1fcL
i. . L11. b' E'•' "B' fci �SS9iKf
:I i L }LET 2�TY1�3t�#3•.•
moits AnD.: 6• I..
VAT� OR' AMR L7
_ I• -d= Gt,9ald�nF�4'ft�t�a+tiI•'4Vls: .. �Mi1T:..I-.f,1cHcF
+ rJm'ki.d>'�^2c� sir t ..,:
wo i�. r r Y�itkft[I�"L1A._ E��
y . }.IPkykuiik Iliir Yyalr'tT3f,i'.]F&, Y7Tf,t
�?-C���`�+.��':��.':�!:' �1•�!�-.. ...... -- .• �:.;:iy,...'_�''as.9'13�y�lrlek�'38.,�Sf:�;�}ifF.��1.j�+,: i J�'—r r'iir.,^' /�1? :.
WY
RIll
•.; .' •. q�v�L.:v-r.r'.r1i,ApgL:.i:r�l::d::. .-anti.-6.'.T. ice'-•"" ,FVd ;: ..r. r
• •yam , �''r :� ar: • ' � :; ; �.,�; cn; �y, I �fy�"r� �} . .
' - - i� �T��' • L� � �Ck�C7e'•fJ•;J:''t�' + • FJi�:' � f '
• a•. ' . ' ' r•: a w-' p.,$(�t, �7k ,�y� .Y��e '.`,..
' _ +.. ' . ' ' .. .. •. ._... • J!•IrrYEI ' U%lFdi � fi'�S�F{��
kY�:.t'ir'�1••`SPr""1 - - ,. - _...W:.�....�:•.::::,i' • • �J4F.
ell ra •� '��. ,tea ,fir -� ti• ,,��i •� �.,.r,r,.,-��....«....
1,10TQJHOd38 EWRI
21Idd3N 213EW3W -J321
tt+v./IvlfaJaR• �J9I la.tvt++an wagoRR� /'f�SS 17J•'aw, ;'NR qdl fwa'1;Iw
•01IFF, 9NI3ddS isi;ir vR al+4i op; irid ■•ieu Ita.u.0 1.4aWui�I4i •!s u^IivY+elq�i�
'i'1•S 1 7,WlSNY J•d J•4011M1 Syio�yr u7�.•P F •p •Pr '�H
• 11�vJp 1My. !o im Wv AftriN �,,p 114i d+li+ll �t.M .10 Ou
• M Nuvidlaaa s+ivPN '�•1 aHeM` is
' I rpyddMMi ,d puoy JO! Jv ,f J:V SMa NR •auay.ro uea q LTJ; •4ir11^R �
ua+! u°IivINP .W..la! .fylruodsa7 �q ie� Ifv4s �uf �v+0 s;uauuawa WWppMc nu
•lye p.d yeld pJap4oir ..•/ Z�V
, a•ia�,d�v lµa o qw a•t In a Fqv Ni w u .0 m9� �.d p•Ily!
.__. ,.,...,. a,Raai�d�: �_
I'-•'i5'JC JId'6 TJip1
I �l0lC} Jij•a �Vqi�
I
#0999
#9;609
#08Z9
#01,9
18 +
9x5
4xZ
p'+0�3 ao qam
p.+ogo .40 qaM
#SVt v
#040V
#OVSE
#09•VE
#GELS
#SBUS
#OOSV
096EV
rEV
9x2
p-AoN3 "10 Clam
#SERE
#SOSE
#9ti'OE
#SL62
{,xZ
p Hoge ao gaM
#SVLi'
#962#
#6E9E
#SESE
`9E
9x3
pjo�{3 ao gam
#OTUS
#OE6-a
#OEGE
#OLt'z
VxZ
Pu043 -10 gam
#SLSE
#SITE
#99E2
#OEZa
,OE
9xZ
p-Ao4o 'Ao qaM
#SSSa
#GTE@
9096T
#OT6I
Vxz
p.ao1,18 .40 qaM
14029E
#Stra?
#58ST
#S9VT
rbZ
9x2
p.4C)go .ao qaM
#SVLT
#S6VT
#SSOT
#SL6
VxZ
p aoy8 to qaM
#STbT
#S621
#SSOI
#S46
rst
#x
qaM
#008
#OEL
#2E9
#OZ9
raT
vn
A1u0 qaM
dAs
"1—.dcl
I dH
O-3dS
dmIS
,iagwaK
- ao.ao3 lDlxd .aagwaH wnwlxvW
�^Ya IuW �inl BBCC1
my4pio]Mu1NY �jj
Q1u1 � D
11roq-aQ t3ul:)'OdS TON
pa as B6u}S n1oZl al lu — aagwa gxZ
pa aav}S Inoa algno — aagtaa� Vxg aovd }uoa3 = O
Isll'ON (Ulw `X x .82-VO) xoS POT a�vj )iovH =
,�aeBv�.S
• — 1 r�i r
+ o + 0 + O + O
O + o + o + O +
1? D lil
I , ,
•s ,
spool ul—al} Au'o },aoddns }ou Aaw pJ04D URNQ E
-va Ao m vld .4o}3auuoo aqq. ulq}lec BuI.A.•In000 suol}oas
Clean jo p.aogm paevwtp joj pawn aq q.ou hl3w llvq.ap .+lodaa clgl
'saollds lafavd-alw
}v a}vld ao}oauuoo uao{o.aq Jod pawn aq stow 11vq.ap-MuCIDA still
fOS91 apo.aB ?1SW puv T# a,pv.ae lvnFIA a} pa}Iwll sl llv}ap
slg4. q}IM asn•uod apo.a ,aagwnl paq.}lwaad wnwixow aql
-,aagwaw apls 4:510a oq.ul (ulw •,gx,S'6VW sllvu un8 ro xoq P9 eulsn INN
'pa.aa86ro1.5 saao.a '-0 ,y }v sao.a (B) aa,agq 8ul5n s.aagwaw 9x8 o}ul 1110
pa.fa8uoq.s smou /.Do ,y q•o sr& a (g) oMq. Sulsn s.aagwaw ME o}ul IN
,lauvd uaa{ouq ay} my}Iaa aq q.snw (S) q}eual ,aagwaw gvoS
CH) + (1>�Z) — (s)qq 8ual iagwaw apls wnwlulIW
av4 uad gvos auo lddy 'uagwaw paOvwap so salmads
puo
v lapv48 Maxis awns rs aagwaw apls gxg oet} Jo yxg oral o CS)
(g) oauv pe6vwvp jo apls tlova uo'amuv}slp Buillvu wnwlulW' a ('U
uoI}oas pa0vwap ja q}Bual xrow ,BT 'oa.av pa9vwvQ = CH)
111v4ap slgq. q}IM Aldwov
}ou op }vq} s.alvda,a atuv .Ioj ,aa,ln}ovdnuow ssnd} auu} }ov}uoo
paAa�to a.av ssnuq. .la�4d. smvaaqI� cmj. uvq} a low ou pun
lauv 40 v a 44.1a sessnuq.allc Alduajeuisuoaod°�clu0 pjlvnas1 uejlsap SMI
-.aagwaw Clam .ao
. p,aogo ua>loaq gq•IM ssn.l} *a ao.4 s.alodaa saljPads 9ultAOJP slgl
Proo o uo vnQ fa pasvaouI aq vw sao ,4/0= uop onQ pno`�1
ua>{o.AEI p8>jDn.43
SCARP
(IM)
TRUhP.'jJNDER VALLEY fRA'MtNG
RAFTI-5-WOR RIDGE
CRIP. L9
psf(Tl-)*hAd-2d psr (.TDimdr. .
wont �WM
MfWt&-.twP-296 sleeper$.
5. 31deydf W-Adrs'
Twd'Ak Ir $1 d ae fy-AfIfill S-4 td9ad0s.cach SlaqPAr-J0M-f;cf
Mdjlw:bobrd,'W-TGDf bldck A led tog-11SUS
xFoR VIMIi .7. -RIdja-,bq2;ra I-A.&S:
S, 4ruffldIC MR),
-Trbsft0.'6lb4kft* 4*16dtom-0111
30. -Fruz;4;:ooplle-. 4%4d4vC-"Ili
'T"I'"I wl"Aja' 4-16.410e:hhV
-crwI.Z6-PPfifIln'. sldd-lcylonpO
USMI .33. :rAl19PV2ehv't0;cB'fdf 4 IffertUL-n . 2115.
NAILk
a 4L
o ygly walhafigfa
t- pp�funwaAa
v-rn1daiilfo'brreifter,
rq nlrn ofV-8d /ma .011 "M r u orz a
nb NA.Vbl Y-Att R4
under cj,. tL
-gj 'h*t(UtstjknrA b4ptwoan�M-4014V-or q7S m
-AOFhly All NOS
-maxiolum "Wtdbf height; 4.0-foot Ha§h pb)trtnon hire pails
-746 W niTlhiin Y—LD
TW Llo AM -OU 'AV $Y'v -viftifty of
Nvo.foam 'I'I k4
-km bk�� TC 1) D ZO 7 '7 DATIV j0/q!-/
im"14y ON
1-11 Z... .4 WNW. 4y -tp w WA
e
.0 o o
M
W. a' iwY Ilk 6, . I '
M Be. LL 0 .0 0
7"K '7-
F
R, 41"t w , K f"k
to ♦L
6T
•M T'W=Mw
.(Wwfq
c 9
ni
Face -Mount Hangers - I -Joists, Glularn and SCL
N
0
0
I
-1mrs-IM-p-so-N]
ID These products are avagablewith adclillional cowoslon protection. For more Infomletlon, see p. 15. Codes- See p. 12 for Code Reference Key Chart.
NU
At te 0 o wab A
%
S
Code
.
. . . . . .
- -
flet.
:.V
. .1
-Roof. Sno
Min.
IU5256/16
25A
16
2
(14) 0.148 x 3
-
74J
1.6 0.1 8955
1.42.5 1,5155. 1553
Max. 1
(16)0.148x3
-
-a
I.B05
155s
212 x 16
M1112.56116
21iG
15%.
21h
-
124) 0.162 x 3Vz
(2) 0,148 x 1 1
230
3.455 3,92014.045
2,970 3.370:3.480,
970
1.945 i.205,.273
1.675, 1,139512.045
U314
101i
2
-
06) 0.152 x 31h"
(6) 0.148 x 1 1W
HU3161 HU0316
✓
2%
14Y,
21h
-
(20) 0.162 x 334
(8) 0.148 x 1 1h
1,515
2,975 3,360'3.610
2,56512.895
3,110
Y *
3;22,3.1 I.A81):
-
FL
LA
MIU2.56120
-21h
1,�i -.-plegWy.
-(a W�T
AM ,
g6F
21h x 20
21h,
19%
21/2
j28)1 0.162 x 31h
(2) 0.148 x 11/2
9-30
4,03014.060'4.050
3,465 i 3,495
3,495
,2!/
_15
IRAs,
(281
7
!AW-191
104.51 95,
3,495
W26--t
u
NS X 9 A
to 26
21V%vide Joists use the same hangers as 219 wide Joists and have the same loads.
Z?
.14WEIPW
lok
1_0100-fmt
a
�q z !f] 0
MIU3.12111
31AI
11Y.
ZY2
-
(20) 0.162 x 312
(2)0.1480YI
230
2.88013.135.3.135
2,475
2.695�2,695
FL
3011A
HU212-2. HUG212-2
I v
31.41
101 is
21h
Max
(22) D.162x3'/z
(10)0.148x3
V,d5
3,27513,695.3.970
2,820
3,180:3.425
rV
Max.-
-,.(b- A
-1Ak_XZ
Ur
q
A.40
U
-I -i5li?
Y
'... _;��
',7�?S
:-7;e�t
7j825
IBC.1
A A
z, 7,-!;�
T-1
:8:
B4O85
FL I
-F
. . . . . . . . . .
...
J3
18110 _�
!
'14:�_,.
-
ff�
M.*Ag4b
311 x SY,
HHUS46
35A
51A
3
-
(14) 0.162 x V_
(6) 0.162 x 311
1.320
2-785 3.155
3.405
2.395
2.71512,930
1
H GUS46
3%
4%
4
-
(20) 0.162x3%
(6) 0.162x 31A
2,155
4.360 4,88515,230
3.750
4,200
4.500
0
23�8
0:,x
1:415
i�q A
415
6,41,
IUS3.56/9.5
3%
91h
2
-
(10)0.148x3
70
1,185 1.345
1,455
1.02011.160
1,250
MIU3.56/9
3sh;
B 'Me
21b
-
(16) 0.16U3142
(2) 0.148 x 1 'A
210
2,305 2,615
2,820
1,98012,245
2,425
U41 0
. .
.
8%
2
-
(14) D.lBZx 31h
(6) 0.148 x 3
970
2,015 Z285
2,465
1,735
i1.965
2,120
HUS410
- -i
I -
I3`n.
1 81%
2
1 -1
(8) 0162X 331
(8)0.162x3l/-
2,990
2.125 2,42012,615
1,810
2070
2240
3114 x 91A
HHUS410
-
3%
9
3
-
(30) 0.162 x 31A
(10) 0.16ZX3'h
3.565
5,63516,38016,,145
4.8457E,486
C,-.s
HU410/HUC41D
✓
3%;
8%
2%
-
(36) 0.162 x 31h
02) 0.16ZOIA
3,235
7,46017,460
17.460
6,415
BA15
6,415
HUC0410-SDS
3.7itt
9-
3
-
(121 Y4'x 21,V'SDS
(6)Yex212SD8
12,76;;
4,500 4.5001;.509
3.2410
5,23.0
2.Z4()j
HCUS410
qVis
4
-
(46) 0.162 x 31i
(16) 0.162 x 3 1/2
4.095
9.100 19,100
19,100
7.825
T825
7,825
IBC,
- -
41/z
-
(16) Wx 2W SDS
(12) 1/4' x 2 ME" S D S
5,555
5,72016,720
6.720
11
4,840
4,840
4.840
- FL,
LA
LGU3.63-SDS
_3%1
3%
8to30
rh;,CFU3.6 3-Ei
SEA
91/4 to 30
, IlYk
-
(24) YV Y. 21A" SDB
(16)114'x 21W SDS
7,260
9,450.9,450
9.450
6.805
6160516.805
sp
-
p
AL
. 94,. .
. . . . .
46�
ff?14�75
�,695
2,695
.4
I N4.1
6
_&K.
_j�
j950fZ245
27125
P-1
T
A,
viT
.3111
2;490
19q.
3,425
HOGQ41ZADS.,
3vi
WA
-,.F'; 7-r
.4
JL 4
..
.0 -
a
LqQ Q
.8,035
DS'-*!'
04-Y47
X
AX
D
190% US
-t: 0 i 6.9 5
10.5. .0
fi;8 0 5:
75
146 See footnotes on p. 150.
Adjustable Truss Hangers
�F
�G This product Is preferable to similar connectors because
'w of (a) easier installation, (b) higher loads, (c) lower Installed
�j 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 I
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAXD coating.
oSee Corrosion Information, pp.13-15.
Installation:
CD
_ • Use all specified fasteners; see General Notes.
O The following Installation methods may be used:
0
y • Top -Flange Installation — The straps must be field formed
7 over the header — see table for minimur t top -flange requirements.
i= Install top and face nails according to the table. Top nails shall
not be within :'a from the edge of -thee top -Prange members. For
the THA29, nails used for joist attachment must be driven at an
4. angle so that they penetrate through the comer of the joist and
into the header. For all other lop -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, viith 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 rh• edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option acwmmodates
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 filed 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, j
The lowest four face holes must be flied. Nails used for the joist II(
attachment must be driven at an angle so that they penetrate
through the comer of the joist into the header, j
• Uplift — Lowest face nails must be filed to achieve uplift loads, i
Options:
• THA hangers available with the header flanges turned in for 1
3ve• (except THA413) and larger, with no load reduction —
order THAC hangar.
Codes: See p.12 for Code Reference Key Chart
186
lye tYPIC33
Mor THAA12.2
Nr far
THAC422 a�'S and THA42K
� F• q R
2W far
.. �' TW25-2 ,.. .
!• 'Y THA418
THAC422
Face nails Top nails
pertable pertable
Double W-
Use tul table val
Single 4r2-
See ff
nailertabla E
Straighten litre double
�? + shear na ling tabs and instal '
nags 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 ivith tabulated
face nails installed info top
and face of head(
Double- } � Double -Shear Dome Double -Shear h
I
_ - Shear i E-.F s:; Naifntg `
Nailing x, Side `✓ievr, ;;;, (AvaNli6 erde Vi
on aw j
Do not
Top View I bend tab some modes)
SIMPSON
x
2140
�THA29
o firo h
Straighten the
double shear nailing tabs
and instal nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
typical rrv+ca
Top Flange Installation
er tD
trite 5
p.187
Sim- strong -Tie`' Wood Construction Connectors s SIMPSON
Adjustable Truss -Hangers (cont.)
W These products are available vrith additional corrosion protection. For more information, see p.15.
0
0
U
d
-_ s..
1�imens7d'ris.'
4
:Mini?'
,� :' Fzs[euers'
?(ri)y `::
1x15_`_;„ _
• �tt�lwa�ifg cads ^
SPF/HF.
Alluwabie'L:-oads
'MoQel' Ga
,::.::.aggbTieptfi':,'.;fari7in;M'e'0itier:woe:Rbpf7.:
_
E•.. Member
ce:,.
- - _
�� (to
= 15) Wind '
(125/16U)
Code
net.
Top• Hea2e�
�d ''fra73
,a$-ru�.:P"'�i
-.•'�..2
F
•:%`. ^z � 4: a3c_'.+3. .:_^i. .::3;..' y�y�_.y � � fr .u',;..., y .=m�-,.�-•'.. `'" �v $h+a'x•^� .r'�F�.7
_
..ti aTyh..'e4c"�� "i y'CY.-PIO(tg�Pll{i Z 4�{-�e`1'_ l^t-l':'.Ai++�}�.
- ~ �:
F%ros'.
114'I
—
(fi) 0.148 x 3
(4) 0.148 X 3
525
1.; 50 ' -50
1,75D
459
1•,i30
1,33f)
1 �30
THA29
18
1%
9 YE
51!J.E�10.1480
2T4;
—
525
2,014 .610
I
•--
(4) 0.148 x 3
(„6)� 0.146 x 3
(4) 0.148 x 3
'L.6?0
450
1.985
1,9 5
l; r°5
.iH%1213'
`•'r8::13e',13'sfr:Js,-?
"2'
4j07ACsriF3•:
tat8149x3-(4),0:148td•Yz=
~(2)0.148
-'.;¢4r�;
:tlfr
171'
,t.17
THA218
18
1%
17'h6
51h
2
—
(4)0.148 x3
x3 (4)0.148
x11i
-'
t.a6h ?:t8r,
1,46D
—' 1.110
11L3
1. 1A
IBG,
_
�THA218-2
�16:.vi'a;1�'�lSs.OJT,.'2`:c'.-°-(4,�D;15x3+fi(2��1Ec-x3'h:.(IZk1:a4�s3r:rY_-,ti:1;dGir��.�9:n,'y995
'
_:.. �.
.....:
_" .
..:7t�97:5'ra"1:
'?.ti15•�.
FL.
LA
THA222-2
116
1 3%.
22:&
8
2 !
—
(4) 0.162 x 31h
(2) 0.162 x 31i
(6) 0.14B x 3
—
1 ?6D 1,935'
i,99:
— I t.Ms4
1,515
1515
lft/f4
�894"d1jr.::1E-,''
,L`_ :.
..-
....
_
U1 833"
; . a;
-,-,-. .,;co-•
-rn'
.
1169.
1`6�
�165
THA4'8
1 16
1 3Ye
171%171/a
1 2
— 1(4)0.162X3Yz
(2)0.162x31h
(6)0.148X3
—
1.960 1.995T
1,995
— 1A90
1,515)
1515
�PP4'2i'>G
3''�Z':7r(p;`„c
}
_'v ,'i]Ti231a}i0rlf2k3Yz
d�0:I913i(�a?zrcl3}_."T.;:`'—.
1,49
1:51a:#;
1.5'5.:.
THA426
114
.3%
26 ;
71/.
2
—T
(4) 0.162 X 31h
(4) 0.162 x 3Yz
("o) 0.162 x 3Yz
—
2,435 2,435
2,435
—
Z095
2.095
2.095
THA426-21
14
1 71K
2634,1
9%
1 2
—
(4) 0.162 x 31h
(4) 0.162 x 31b
16, 0.162 x 314
—
3,330 3,330
3,330
— 2,865
2.665
2.865
1 r
'_��e.�e---tom.
«y �
,��n.1.a..c`;?"S,?•
'�:'� m
,� ?��5
-'.t�rr�•.
.,w.:5"�y
Fir-'asn2'
��-{"'^:;n•:
"�' . �'Qy��•�,)":�?31�A'
"`2'r`.f-;,ti�Y=+'r:e
_. kp;��.-,%•:
a i�t "�����Ri-Fi'
«.. s•'T«S's-.e:�is. _:aP. _$i,.�.c'W;�.:.
' r. ' �- ��
x%
'1, �.
Tr: �_,
: -h.
THA29 18 1
1%
9174a
51A
—
9%
—
(16)0.148x3
(4)0.148x3
52552,265
2,265
2.25::
454
195J
1954I
79's0
i
:Tjjf�d$:.�;�,��_�e"-.•�3:!ie
�11z•."—
;- :
�1gy18_7�,r;<•„
�1735c
.,
:laa�ki4�xa.it4)�;i�x3,
-�s'"i'`,'�3o�4�`i1i>JJ
W855
_N-�,.;ci:_h:
'3,5'-•.17,e">7'•20(�•
2?G6
THA218 j
18
1%
17%
51h
I —
(18) 0.148 x3
(4) D.140 x 3
2,451312,150
( Z450
1 735
:105
_1U5
1 'L1t D
7'n
1y8;'"
,:-
1fi3�.
{2�'F1.ifiLlt3.''
(8J.0:1�6FX$3!z°,118
�' i'�
��,�i�;"_S�:;i��,
1.595.
2:3�i,5
IEC,
.T31A2,18�=j;:1�:•r3
�
FL
THA222-2116
1 31'A
2234,1
8
1 —
14%11
1 —
(22)0.162X3b4(6)0.162X31h
1,855
3,310
3.310 3.310
1.595
2.845
1 2,8451
2845
LA
Tf $13�'
tTfi
183£:ti.r
) �48:x :
($7t3.rt48x
;�1.
M
'E�t�.'+35:.:?u11
c{iC
105
>35Je12
p'?kY3
y
�
THA41B
163%
171h
TA
—
1414s' —
(22)0.162x3Yz(6)0.162x3Yz
1.856
3,310
3.310. 3.310c
1595`2,845
2.845
224b
T442 7;1&•
•3i5`;
THA426
14,
335
26
771a
—
l6Yw��—
(30)0.162x31h(6)D.152x31h
1,855
4,41514,480
4,480
1.595
3,795
3.855
3.85.5
)
ifil44?�4"
: i 1
Z€/d
''9ic
c
F—
I6 E 47s-
'
-18
(3D flaj 2r3'li
}(38)U62x316(6)0.162x31z
^oj'0162%3Yz
�i Q'
o}+D: 57�C
_ 1$95
4s445
.4;745
�4.746
FL
THA426-2
14
7Y,
26Y,a
9Yt
—
1,655
5520
5,52D 5,520
1,595
4,745
4.745
4.745
1. Uplift loads have been increased for earthquake or vend loading with no further Increase allowed. Reduce where other loads govem.
2.Wind 'l60) is a download rating.
3. Min. top flange refers to Ufa minimum length of strap that must be field-tonned over the header. The tabulated loads for the THs29 wilh 1 W min.
top Range are based on a single 2x carrying member, all other' op-ffange installation loads are based on a mh%mum 2-ply 2x carving member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or ruler
applications, refer to the Nailer Table.
4. Face -mount hshdlation loads are based on a 1wo-ply 2x carrying member minimum. For single 2x carrying members, use 0.148' x 1 Ye' nails in
the carrying member and tabulated fasteners in the carried member, and use 020 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 vertfcepy according to the tace-mount naling requirements and the other strap wrapped over
the iruss,chord acxording to the top -flange nailing requirements (see drawing on p.186) and achieve full tabulated top fiangs insiailation loads,
6. Refer to Installation instructions regarding fastener installa5on into carried fjo st) member. Based or. !he installation condition, pals A be installed
either straight v,dth stri ighted double -shear naling tabs or slanted.
7. Fasteners: Nail dlmensiors In the table are Fated diameter by length. See pp. 21-22 for fastener Information.
187
Simpson Strong-TieWood Con sfruction Connectors
Face -Mount Joist Hangers
G�0% This product is preferable to similar connectors because
ofa) easferinstalletion, b) higherloads, c) lower
Installed cost, or a combfnation of these features.
The double -shear hairger series, ranging f6m, ttb iiaht-cctpacii>,
LUS hangers to time highest -capacity t iGUS hangars, feature
irmcvati':e double-aheur nalrr.1g that distributes tit,- load througn
two poinds on each lost nail for y atet strert`-th. This allows for
fewer nails, faster installation and the use of ail common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX'' coating. See Corrosion Information, pp.13-15.
installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to a.:hieve the table loads.
• Not designed forweided or nailer applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed barges 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
1
i a
1 Double -Shear i
{ Nailing I
Top Vev I
1 �
"v:�•• DoublESlmearNaling j
Side View.
g Do not bend tab
Dome Double -Shear I i
- Nailing Side View I
1 OvOlable on 1
r •;.
some models) t
HHUS210-2
MUS28
I.r
%HUS210 �I
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
193
Slmpsori Strong-7ie`= Wood Construction Connectors ' SSIINI,PSON
Face -Mount Joist Hangers (cont.)
IJlu6'gC�..t tyf' ".. D mOnsiogs In ` `FaW'11 s;
VIM.. 'tleighEv 1 t1!n9'
:..., J- _.. s _.
Single 2x Sizes
19S24:':.:
;ate_...:_.;
s
:1�/e.
:,1 :.
`4%A'lT+
'1�i;:'•:Id}O.i9$X,'3'ai
s(2}0148•x3:a
,u)S26_--'-.''=%
3a.•;4.`'
MUS26
4'%G
18
1 Y%
51 e
2
(6)0.1480
(6)0.143x 3
HUS26
4% (
16
l sb
51.
3
(14) 0,162 x 31h
(G) D.162 X 3'/x
HGIgSZ$AL.;13ert�:.;
� �2:''��e
;.�1e''?:;5i,..i2olm;Ys�z3'::::is}ti.T�zar§i�r:
Lt�211
.:43i�°:�'.}6
:j$ie:.
MUS28
67.
j 18
1 P
6-Ti.
1 2
(8) 0.148 x 3
(8) 0.148 x 3
HUS2B
61k
16
1sA
7
3
(22)0162x3h
(8)0.162x314
HGUS28
6%
12
1%
71r•
5
(36)0.162x3%
(12)0.162x3Y.
:L11S27U::"_;1t�s;%;t18•"::1fs:`=7�Ss`,;13k•i.'
(8)1flABx3-
i(4j:4k148ti3'..
,y[fS21ta,:`
`_=83e,`.':}t;16;s'
s�1�e'
,;;9;:d::;
5;=:•
�(31l).01fi�X31z.'
;1;16j'_ ; fi2',f:3,'''
ii$3er:
•ji •'
.'(4$ �.�ir2;&31k
it(]6)Daf2 3'
1. See table below for allowable loads.
These products are available vnth additional corrosion
protection. For more infomnation, see p.15.
For stainless -steel fasteners, see p.21.
Many of these products are approved for installelion
�P Wth Strong rive¢ SD Connector screws.
See pp, M5-3S7 for more Information.
j :-1Nodeh
-wig .�.j;"atlads,k,= y
_ ;,.�e_.�.-�;�abode.
�17(irtr.<;Uoj
x=_' r5P1111oyVahtBLfid's,:-;:--_
- ;SPFAIFIlolvahie4Rad5°:
`:NP•.`. :,4ip
f11'aF(dor ii5yi4{:' _„-
P ii; :'•FIouL ..;Snbn':..Tfgof'r.`}ywd':
:UjiIrfL1
'•-:Haop.
`.11DO)
Spovi
(115",
Hoof. 'Wind
:g25J' ' (160j
lief.
Single 2x Sizes
s7r1S.L55�:;`.1725';::23:_$9�.`.'k"'r,^fi0';'::9�fL:._:-095;`,:::`�fi5_::605.:':'770,.`
W526
1,165
865
990
1.01-0
1.355
1,165
935
1,070
1,150
1,475
865
635
725
785
1,000
IBC• FL
�';0;:':�"3:295*,�-�`•41('ci.'`•=�a..4;.';�5
r' _:
.]ADS;':.�f,56q'
'1;560.'`
.B '-'810
-'.•955:
A,090
1;19D.`'1.�.yG,3,
L•",
HUS26
1,320
2,735
3,095
3,235
3,235
1,320
2.960
3,280
3,220
3,20
1,150
2,350
^.660
21ao I
i,7$rr
J{GUS26; z
`f ��`.'
, 39Q
,?1��IJ
P t
s��39A :
: 5 5:
��4,fi80:,:.:'S?2:';
5;30'
5,390.'
.':"?83.
'3, .�
.3;BlQ
: 3:870
3;985 •
IBC. FL
WS28
1165
1.100
1.260
1,350
1,725
1.165
1,195
1,360
1.455
1,730
865
810
i 925
1,000
1,270
IBCLtFL,
HU528
1,760
4,095
4,095
4.0i5
4,095
1,760
4,095
4,096
4,095
4.095
1380
3.520
3,520
3,520
520
41,450
rd25::
626-
, 015-
"4,250 :
IBC, R
WS210
1,165
1.335
1,530
1,640
2,090
1,165
1,655
1,775
Z279
865
965
j 1,120
1 1,215
1.500
IBC, FL,
�^,J' ..::Z�5�"2
adz
LA
HGUS210
2.090
9.100
9.100
9,100
9.W0
2 G90
9100
9500
9,100
9.100
1,545
5S%0
6.730
6.730
G,730
IBC. FI.
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 skevved 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 out 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" Revel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cud 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load. 0.41 of table load
194
Acute
'side
bpeclty angle
Top View HHUS Hanger
Skewed Right
goist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
C)
N
L
8
Cl
U
0
°¢
i
0
a
$ImPSOiV
LUS/MUS/HUS/HHUS/HGUS
Thwe products are available with Fors Ness Marry of these products are approved for instaGation
additional corrosion protection. steel fasteners, with Strong -Drive SD Connector screws.
For more Information, see p.15.. see p.21. See pp. 335 337 for more information,
�4D`d`er ,may
a N"o:
e
'.
bimetis(oriS�7ri.);;
_3M.. .{fir::�9,C
-..•1: -, _ ::.;'
;�ast`ein@rsn •• _
=: arryiri ', Cared -
eiUbl t e;: <' t7¢mtiai y;
; rD�•! eAilbwab[ed;uad�r:�• "SP�1HF'lillDwahleLoads'•'
4lpffC florin bw: tSpidE `' :.Uplift 61obi' Snow fiaoi: Vfind
NOT., QDJ'.kl ABB 1100? '(715):.(125)
•,
Code
Rai.
Double 2x Siizes
kT152g2r"=•.i:
7a:-.
=]))c.
$'/a.
'Js'
:
{4).i1�S2ic3i'
6�
{2)1)'_1fi314;
r41y_'ll i�J S•
;90'-..
LS
a55'
690=;:j801:.g45.
7;070
LUS�fi ?
4 i6
tB
J+
='2+
: �4ikr,,Fx3t<
''l4f'01$2 $?a
� ' YA31FF
.. 'f
9$..
�$10.'
$B5:
,UOS� d:1190
1.570
HHUS26-2
4%
14
37%
5'S
3
(14) 0.162 x 3'h
(6) 0.162x 331
1.32!) : 2,83D 3,190
3,415
4,250 11.135
2,435
2,745 .2,93513,655
HGUS26-2
4`'1s
12 1351.
511U
4
(20)0.162x3%
(6)0.16203 i
2,155 4,340 14,850
5.170
5,575 11.85513,730
4.170
4,44514.795
i
_iilitSz8:2'.t`'
' 63ie
74;is
N3'k::.7
r7Ja;'i
.`•:a:1jD62x8
i
(22) 0362 x3�Jz
(4)0_T62X9Ytf."k'3`4I
(ff) 0:1 Zz.X3'/+
-� 65k15
>i6t :7�Q�'9jD.
S9 ;
:1;$1b.
1,130:1280
3'.fi40
•]t385r1,743
L,135 :4;435
'5.145
IBC,FLi
LA
GtJ _B=
6 5'._.12:
$iis
7'Ss
- 4'%'.36
42
11:a6T}c`aJr
1 i);162, 3
576Ui �4Q. '460;:
8;485,'64I5,'
6,415
WS210-2
fill s
'B
3'h
9
(8) 0.162 x 3'h
(30)0.162x3'h
(6) 0,162 x3'iz
1.445 1,830 12.075
2,245
2,830
1:245
1,575
1.7E5
1,930
2,435
I
HHUS210.2
8N
14
34is
8%
3
(10)0.162x3%
3,550:5,705 6.435
6,465
6,485
3.33514.905
5.340
5nn
5190
HGUS210-2
8-.
12
35irs
MU
4
(46) 0.162 x 3lh
(16) 0.162 x 3!4
4,095 j 9,10D 9,1 DD
9,100
9,100
3,520'
7460
7,825
7,825
7825
Triple 2x Sizes
61J528;9t ?
' 4 ' s
�2:�$
s
^5
' 4 1 (2�)9i 3X �1`j f8�3itio2 x3714:
q.. ..
y{ 5 4;3dU } 85Q'
=31 0'
S t;a 55
3;73Q
?L170:
`4,44.5. 4,795
IBC, FL
Gl�S 9:= "=.:
�36� :1bti•G3'`3 !j2)A� /k
3�23 _ �4 *�4s +;
4
7d&@
6AW
:415 6;415
HHU 2210-3
B-A
14
41)i.
875
3 t,30)0.162x31hJ(1U)D.162x31z
3,40515,530 6,375
6,485
6.485e 2,930
4.840
5,485
5,57515,575
-ILA
FL '
HGUS210-3
811hu
12
41§is
9%4
4 (46) 0.162 x 314 (76) 0.162 x 31h
4,09519,100 9,100
9,100
9,1D0 13.520
7825
7,825
7,825 7825
;HGI7S 1L 3'•' 10?5 • 'i$ : ' c 10?%a ;-� 3'h, 2D tl 5 ^�r , H: - }_• g� IBC. FL,�
r _ i561:�?pP�r ! ,}:..1 2X 'fe vx69 t t :m*$,.: ,'l��r i�yQO ER A3 :;73)1 i,750
mot"-::..i .. .._.. '. .
i161�S21t?;y;e`I g'r fib`fiSs '/4Q1S2z Si' 22)hik z i7i: 69 1¢i? �L(i2'1 �k, 1.900:.s,1'sU"BISO'.i3Sso:6,asD
Quadruple 2x Sizes r -
J�G(J526-4:=;`i'i?�.';1Zt.•?
'8°!�
; :EF1Fbi'fr23r3i`u8}0:7'�D'f;`
}�;3D;
};QaO
Sd,:,:
1;B$5'
3734. 4]7J:.4d.45;
9J95
IBC, FL,
HGUS28-4
714
12 No
I 7)(s
1 4 (36)0.162x33i (12)0.162x3h
3,235
7,460
7.460
7,460
7,460 2.780
6.415;6,415
6,415 6.415
1A
HHUS210-4
8'h
14 61h
87A
3 (30) 0.162 x 31h CO) 0.1162011 311
3,405
5.630
6.375
6.485
6.48512,930
4,840 5,485
5 57515.575
FL
U:#.":!;yrj:
*',19:, ¢3ig.;93(e
": a.;, (9�1;P1tits.*iP (is�Drtfi2tir'/z;49`ii
.
9 TKO':7
;•rQIAD
�3:524
;782�
:7,82$.
78251,7,325
I
}iGl3Zh�:'-
•1035;
'25 fi
Il15/a
.,,:..L5 1O to2i(1Ti (271�Gi1;fi2". 9
.'
ii
:^a
YliB
,n
'7• • 6
:77iia
' 7178,D .'80,
IGCq i,
fIGU$I44:;;i.1234
;lj;bs.925/eg4.:j66)Di62x3§4';122}0:�62X3G`3;>3iiZ57�r725{t,900,;87s70:
8:7a0
$,71D.!8770
i
4x Sizes 1
,
(,11J96;4",r�,;;43eA
ti8`•
33s.:a3tj:'>'2:4I�11f2)(3?j;:{_14)U:ll$S!:3�fii`;;_;
US4
]30rt�25.
t .���
�i10:::$$5:yl�DS
1;090'
7.37U;
IBC,FL
445•
d,795'
:#iHliS •.:
.`:. , r
,'4§S-s',1_
;.
s
�•/4-.
�ar','S,A
��;
:�F2'F�./z!;:(B�Q''i$`Ei•Si3ir-WS48
•
>
43h
18
I3%s
6:'4
2
(6)O.162x3'h (4)0.162x3'h
1,0611
1,3150j1.610
r
2.0301
910
1,130
1,280
1,38511,745
IBC,FLI
HUS48
61t
14
396
7
2
(6)0.162x3'iz j (6)0.162x3%
1,'s21
1.580
1,790
1.930
2415
1135
1.360
1,540
1,660
2,D75
L
F HHL'S48
6114
14
3%
7Ys
3
(22) 0.162 x 31h ( (8) 0.162 x 3!h
1,760
4,265
4.810
5,155
5.980
1515
3,670
4,135
4,435
5,145
i
HGUS4B
6%
12
( 3%
Ne
4
(36) 0:162x 31i; (12) 0.162 x 314
3,235
7.460
7,460
7,460
7,460
Z780
16.415
6.415
6,415
6. 15
1 ilfJsa;�ti;'v.',`;
=�•1.lkA..18`
:�f{s?
�E3't.:
�?2 �
•(!S}Z1;'I,b?ks�'i:��0;,5�x3�1:Z``?
r���.:'�24�
2-l? fkf•a2:5
3;Si�:
17 5''j;830'
2;d�5'
t ;fif�fJ�,`4.i11`.:'•+
:4(GIJS44ff'
; :,::
:e)'/s'
elm`
`.'J s'"fsrt
:SbS,
J_ 9`•:`
_9Je'::-4`;
•;:T:•,i30j,��16'Z•X3'iz(1Dy?PJ62:9,iXr
(96)O.j6 S(3'Fa 6j.V;162, 3?i
a1rD1) r;.'U(f..
_'({h5?
; ��,��
D
_ .,
i9 lit
iE?,;4¢:�:L6S:
9; (?0
°9,S 0'
'-4i90B
7,625
5�fi35
�7;8
a,Sr3
7,B25
s 575
7.B25
IBCFL
HGUS412
10z/s
12
3%
101/�s
4
(56) 0.162x3''A 1(20) 0.162x_3'i
5,6-s'5
9.045
9,045
9,045
U45
;?00
7,760
7,760
7.780
7,761;
HGUS414
1114s
12
35A
12r/1s
4
(56)D.162x3'h (22)0,162x3"
6,695
10,12510,12510,12510.12511,900
8,190
8,190
8,190
8.190
�
Double 4x Sizes
(1 HGI ST3 1.O S a • % 2` ::+�/a- d1�d '.di ,14b D:162 3 _rjtE$ OS162k3 3 '. 135: , 9. 9�195 • 08�'12j950::782A< •'T,82A 820 782D
•!FlGt7537;17
TiGl)5T 7t4
't1{I?6o':'7e.
1J?i
._�2s.7i4j.2'hSc1=4_
7ec
1R5�,,•R4'
't56�Dai1(4if�' t2]`•f1.lSZX31iz
(S6jp.1Ji2x3':::f3ff3Sb 7i 1a5
.'8$ 95'• ,�
: 080; ;:
35
2!3 ' 9;$OD
i�fi0 4370'•"9:b30
T995:
;7995.995
030.:9030
7.995,
9030
FL
1. wNn,1 luaus nave dean increased ror eanncuaKe or wind 103d3ng with no further increase allowed. Reduce where other bads govem.
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.mm.
4. Truss chord cross -grain tension may Gnus allowable loads in accordance, with ANSVTPI 1-2014. Simpson Strong-T!ee Connector Selector'soflware includes
the evaluation of cross -grain tension in its hanger allowable loads. For additional Information, contact Simpson Strong -Tie.
S. Loads shown are based on a two-ply 2x carrying memuer minimum for rated hangers. With 3x carrying members, use 0.162° x 214' nails in the header
and 0.162' x 31W in the joist, with no load reduction_ Vloh single 2x cam6ng members, use 0.148' x 11Y' vans in The header and 0.148' x 3' in the joist,
and reduce the load 10 0.64 of the table value.
6. Fasteners: Nan dimensions in fre table are fisted diameter by length. See pp. 21-22 foriastener information.
195
196
Simpson.Strorig-Tie" Wood Construction Cbnnectors
Face -Mount Truss Hanger
The HTU face -mount truss hanger has rail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum milling) apply to
heel heights as low as 3%'. I'Ain:mum and maximum
nairing 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 1h' max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is Y4 per AST-M D1761 and D7147). See technical
bulletin T-C-IiANGERGAP at strongtie.com for
more information.
Material: 16 gauge
Finish: Galvanized
Installation:
• Use all specified fasteners: see General Notes
• Can be installed ling round holes only, or filing
round and triangle holes for maximum values
• See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
Options:
• HTU may be skewed up to 6711:. Sea Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strang-Drrwee' SD fasteners.
Min. heel
height
portable
Codes: See p.12 for Code Reference Key Chart
t Many of these products are approved for Installation with Strong -Drive°
SD Connector screws. See pp. 335-337 for more Information.
Typical HTU26
Minimum Nailing
Installation
HTU26
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/z' maximum gap,
use ARemate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
SIMPSON
roag-
Alternate Installation —
HTU28 installed on
2x6 Carrying Member
(N7U210 simflar)
—
°Dimi;iis(d'itS�Gia:
�:Fasiener's�6.j1_i;;
J.�`•=;•��hFISP.Alliiwd6l'e�aads~s;�`�;'�:!;
<SQF,(f�FA(Powablo'.(�ads.
ode
la '
in:%mi
;bow' i
ohi., i
Rot.
(100j_i{}.St-:;(�25;7fig;-'
180
Single 2x Sizes
�=.- :�
- . s.;`'-�sfi:�1.'D'!..:,ai:o:':;t-r>3a�'t;6s6
<H]i726(Mln)"-':_
3T/;:.j'-:.;5ii€�y,�:'(2dj`41ii2x3ri
.{�4D;1E}X1°i4:=1zSDk`2J4pYS;201j,
2?3` ;'2�
:7,o-75. t85Y •2,Ur
;015° 2;015;
Hd1J26(MaKj�:'
_ 5.+fi::> '1�7�
T��/,,'s; j3bi
(ZO 016Z1t "i=:
i{U D;1r8.x ISii
5_
9 rills
;iZwilA G�Ati'
7;335 L2530 "o:
:�3Yl8 : 3'450`
IOC,
HTU28 (Min.)
37A 1 14% m
7)iu 131i (20 0.162 x 314
(1410,148 x 11h
1.235
3,820 3,895
3,895 : 3,895
1.060 ; 2,865 2,920
2,920 Z920
FL.
KW28 (Max,j
711P4 1%
71,6 311 (26) 0.162 x 31/:
1 (25) 0.148 x ] i
2,0291)
3.820 14.315
4.69 , : 5.435
1,735 : 3,285 3,710
4005 14,675
Ir
Hitll.LiT!) (f9( .} =`> • 3k(s :: ]'e : 9.j s .3 (32) 0;{62$3'd .3.2,25
f1T11210:(Maxi_;?J.:1.lrze:.;aaT'31r1:`(3217,62x37-�32t11j8Xiyz^1��751I:XGT�(sF'.`xa_�_%`^6_95'°2$50-.4G45:140 5` ':93h 5,155
r
Double 2x Sizes
HjFI�6•�'(Mn:)':'
33'aer
e;57/s
315"XZLi);Of62X3{t
=JljD0:74B1X'9.�?.
Sj$
i s4(:. ,3_��.
Si7:', r5kT??•,
1,305i j250r2090.
2;?55..2;4E5.
tiR12E2 Max.j`
t5he;'8.1P1
(20]-();1fi201,
: 20)il 8x.3;_
23 _'
94D "'L't� :'
a.sax± if3n"
..
1,8 0'' 2530: •zFi55;
G80 3,655
HTU28-2 (Kin.)
37ie
3M.
7):c
Ti (26)0.162x314
(14)0.148x3
1.530
3,820 41310
3,820 } ,315
4.3104,310
4.655 _ 5.225
1.315 2.865 3,235
Z995 3,285 : 3;71u`..
3.235 3,235
`4:00t • So
I
FL
,A
HTU28-2 (Max.)
71ie
3"iic
7M.
3?% (26) 0.162r.3%
126) 0.148 x 3
3,485
Fltl)21027(WiP�•.:.2?/e'r3�%:935s.1
.';(3ZJiD;162.z.&3
:i:(lit)(liA8xti_sal'_
.'4;1jI)_uy
:1_
815
,A;510-.i3,53013pa
•3.610.1.5,51g
�HTU210-2�jhi,N;�B?!d';j'$,��i�..9i;'s''3'.r�`;(3Bj-0_I62.ic3'n,
,(02fU;1x8`.Xis:•LC'i�'U==:dA'�II''�4`3t'0=�:,'i;7?Q:.'`'G;S�':
�3r 5-i'4;G45 ��:,°,.c.6.:z.980:
•5415
i. i re mawmum hanger gap is measured between the joist (or truss) and and the carrying member.
2. Minimum heel heights r%grdred for full table loads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. RedLrce where othar loads gavem.
4. Wind (160) is a download rating.
S. For hanger gaps between ,%' and 'A', use the Altemate Allowable Loads.
6. Truss chord cress -grain tension may limit allowable loads in accordance with ANSUiPI 1-2014. Simpson Strong Tree Connector Selector'
includes t-:e evahration of cross -grain tensio-i in its hanger allowable loads. For additional information, contact Simpson Strong-Te.
7. Loads shown are based on a minimum two-pDj 2x carrying member. For single 2x carrying members. use 0,148' r.1'A' nabs in Lie header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dmensions in the table are fisted diameter by length. See pp. 21 22 for fastener information.
Simpson Strbtng-Tie' Wood Construction Connectors S1MPSO1N
Face -Mount Truss Hanger (cont.)
P Many of these products are approved for Installation with Strong-Ddvee
SD Connector screws See pp. 336-337 for more information.
AltPrnatP Installation Table for 2x4 and 2x6 Carrving Member
- - --
;Niinr -
'3s}eneis�iri(z,1y:
f
:DE;6fllfc'7vilos`r=
; SPF1NFAllawa6(e.Loads;
Model
'mlmum:
HB ' :�!!�:
3t!.
_ _
=Cdrrying • ; ;} `' " 5d''":
=: `-;,
1f.�fifT:s : 4RF:r
. ,. - - _
' .SnbVr, : an r.� 'aNtnd' :. Up1it{ , FIRor •$Yiovu:• „Roof :Wind
code
fief.
-19gmbet
' Nlemhei,fdem i T.
�j5>k}.:.. %Im!]x
0 0 f10J 11
f715J� 4(12?T, ' F.':.(14 )' L1 (
: '1
HTU26 (Min.)
37/e (2) 2x!
(10) 0.162x 3Yi (14) 0.148 x 1''A
925 1,470
1„909 no l' 5 j 795 1,265
1.430 ! 1,5�fi
1;=15
R U26 (Max.)
514 (2) 2x4
(10) 0.162 x 3'k (20) 0.140 x 1'k
1.241 1470
1 1560 1 1.700 1 2,220 105 1,265
1,430 1,541
910
IBC. I
FL LA
1IT17�B' Max)
t 7�la �'
?(� 2i ',j2
, 62r'd�/zj'101�8
1° (
x'�4ii32
-+
_3,�9�c"c,050.'.
i _ :1t''r.• r
-
&380.:
}hT1721Q`(M
g�°.,,r:.2>S6.(?0)j178?o-8'fz•f�`'�U145.1'h.,fi.4L`.,2?g=:;.R9q`23'7.§:;?,53U<,?v°5•;'3.030_.;3,360.
.._..
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 'A".3. % nd (160) is a download rating.
4. Fasteners: Mal dimensions in the table are listed diameter by length. See pp. 21 22 for fastener Information.
Alternative Allowable Loads (1/2r Maximum Hanger Gap)
:�° :=�,'
•
^'ea`lori in�r - :s6aSte4ers"in�*�;..,�'�'`''AflSPAnoVvh16,1b'�s=
( •I_ � �' �
W....
_SpFIR�Al141�abtelvpds•:.L
.
`Nlin.:'Dim
. $, ..S .:...r
•,�=•M
&.r
- -- - �..,;.
� : ;
UOlifl:.' Flood
_
:StiSyr
-
-Roof ..•WN$.
- .
Gode
Ref.Ii
S�
�;yh(
.W;i:'•.H`:
: ,•..•;ti..
1. The maximum hanger gap is measured between the joist (or truss) and and the carrying member.
2. lAnimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Upfift loads have been Increased for earthquaYme or wand loading with no further increase alloyed. Reduce where other loads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between W and Ya', use the Alternate Allowable Loads
6. Truss chord cross -gran tension may limit allowable bads in accordance .with ANSVIPI 1-2014. Simpson Strong Tie° Connector SeLdor'sofmiare
includes the evaluation of cross -grain fersien in its hangar allowable Icads. 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 1'IR nails in the header and
reduce the aibwable download to 0.70 of the table value. The a0rnroable uplift is 10045 of the table load.
B. Fasteners: Nall dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener Information.
a
197
Simpson Strong -Tie=' 1•Nocd Construction Connectors SIMP$ON
■ti
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wail
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUG products are heavy-duty face-moune Joist hangers
made from 14-gauge galvanized steel.
• The HUG is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both tanges concealed, provided the
W dimension is 2?16' or greater, at 100% of the table load.
Specify HUG,
• HU is available with one flange concealed when the W dimension
is less than 2-A at 100% of the table load. Specify as an W
version and specify flange to conceal.
• For any HU or HUG shown in this catalog, the user may
substitute all face nails with Ye" x 1 ye Tdene 2 screws
(Model TTN2-25134H) for concrete and'rl x 2-Y4' Titen 2
screws !,t•AodelTW-°5234" for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or B VP-ect1L,)ns:
Material:14 gauge
Finish: Galvanized; ZMA)(1 and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU CA" x 25/' —
Model TTN2-252344 and for concrete ('/a° x 1W — Model
TTN2-25134H) are not provided with the hangers.
- Drill the Vie -diameter hole to the specified embedment
depth plus W.
• Alternatively, drill the %e-diameter hole to the specified
embedment depth and blow it dean using compressed air.
• Cautlon: Overs zed-dameter 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.
• Tden installation Tool 1Gts are available. They include a
Tie dell bit and hex -head driver bit (Model TTNT01-RC);
a Ma r. 4Ye" WE bit is also avaiabla (Model MDB18412).
• A minimum edge distance of 1 Ya" and minimum end distance
of 37W is required as shown in Flgi:re 1 for full upli` load.
• V4rsre nu upl'dl load is required, a rr nirrum end dislarr.:a
of 1 `2' is P—Mltt d.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
HU214
Figure 1 — HUG410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
237
-sim"pson" strong'-Tie'_'46o"d Consir.uction Connectors
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers (cont.)
0 These Products Pre mailable wfh additional corrosion protecHon. For more informarlon, see p. 15.
'qp;
1-19f.1n,
A�
Co im ft -
IND.
HU26
HU2f3X
(4) A X 2% 1
(4) 1,14 1114 1
(2) 0.148 X 1 Yx
_ELI
1.000 .335
1 .545
.
4
L
HU24-2
HUC24-2
(4) 'A x 2-Y�
(4) 15 x 1% 1
(2) 0.148 x 3
3BO 1,000 380
1.545
A
7C3
J
HU26-3,nlAn)
HUG26-3 CAM.)
(8) IA X 2:144
(8)ylx1Yl
(4) 0.148 X 3
760 i 2.000
760 ^
3.200
HU26-3 (Max.)
HUG26-3 (Max.)
(12) V, x 2-Y,
(12) V4 x 1 -Y4
0.146 X 3
1,135 3.000 1
1.135
3.950 1
�i
Alh
0,
HU210
Huziox
(9) l/. X 2.%
(8) Y4 x 11,14
(4) 0.148 x 1 h
545 2,000
760
2,415
U,
HU210-3 (Min,)
HUC210-3(MIIQ
0'-'%X2:Y.
(14)V&%l'1,'
(6) 0.148 X 3
1,135 1 3,500 1335 1
4,920
4' (Max.)')
(Max.)
(18) 114 X ZY,
1,1 B) V, X I Y.
C-.D)O.l48x3
1,800 4.500 1.800 1
5,085
Onj
tHU21M'UC210-3
U
HI 1912-2 (Mina
HUG212-2 (Min.)
(1 6) Y. x 2Y.
;16) 'A X VA
(6) 0.148 X 3
1,135 1 4,000 1,135 1
4,920
HU212-2 (Max.) HUC212-2 (Max.)
(2.2) IA X Z:K-
(2ZI 'A x 1%
(10)0.148x3
1.350 5,Da5 1.350
1 5,085
HU214
HU214X
(12) 11', X 21/4
(12) 1/4 x 11/4
(6) 0.148 X 114
1.135
2.665
1.135
2465
HU214-3 (Min.)
HUC214-3 (Min.1
8) '/4 X 23/4
(18) '/4 X 134
0.148 x 3
1,515
4.500
1,515
5,085
1`11.1214-21(MaL) I lil.113214-3iMax.) I (24)V4x2'A I (24)Y4xly- I 112)U3413XS I ZM o,uaa
1
HU216-2 (Min.)
HUC2.16-2 (hTa)
(20) 114 x 2-/4
(20) Y4 X 1 V4
(8) 0.148 x 3
1,515
4.920
1.515
4,920
HU216-2 (Max.)
RUG2115-2 (Max.)
(2 B) 1,14 x 23/4
(26) %x 1;11.
(.12)0.148x3
1 2,U15
5,085
1 2015
5.085
'Ji
238
STAGGER JOINTS - TYP.T
d�
N
UPLIFT/SHEAR ANCHOR —
EACH TRUSS - SEE
PLAN
FAW
Mll
II_'�'-i'Il-IIIIIIIIIIIIII/i'Illll�
rNOTEI ADD L FRAMING NOT
I SHOWN FOR CLARITY
RAISED HEEL TRUS5 BEARINGS/ A 1
VALEMS 1121VI
RAISED HEEL ROOF TRUSSES
AN
IBBON BOARD- SEE
-HEDULE FOR SPACING 4
SSTENWG TO TRU55E5
-MASONRY WALL -
SEE PLAN
ROOF SHEATHING- SEE
SOFFIT(FASCIA- SEE
RIBBON BOARD-- • .
SEE SCHEDULE
FOR SPACING 4
FASTENING TO u
TRUSSES
WALL SHEATHNG-BEE PLAN —
MIN. 15/32' COX PLYW70D OR
T/IS' 055 WITH ad GUN NAILS
(0131' X 2 112'J a b' O.C. TO
RIBBON BOARDS
DO NOT FASTEN RIBBON BOARD —
INTO END GRAIN OF ROOF TRU55
BOTTOM CHORD
RAISED HEEL ROOF TR15SE6
-SEE PLAN
UPLIFT15FIEAR `GYP. CEILWG-
ANCHOR EACH SEE PLAN
TRU55- SEE RAN SCHEDULE
MASONRY.WALL
SEE PLAN
RAISED HEEL TRU55 BEARING/ B
ecwz HTs SKI
RIBBON SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTAC .IMENT
WIl•165 MPH
(2) 12d GIN (0.131')( 3')
(vaed-125 MPH)
2X4 6PF-2
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED_
WIL+ISO MPH
(2)12d GLN (0.131' X 3')
(vaed•13S MPH)
2X4 SPF4
IS'
TO EACH TRUSS, (4J
EXP. C.
NAILS AT JOINTS
ENCLOSED
SHM mie
SK.1
Plggyback Detail - ASCE 7-101 180 mph, 30" Mean Hgt, Partially Enclosed, Exp, C, Kzt=1,00
180 mph Wind, 30.00 ft Mean Hgt, ASCE 7-10, Part. Enclosed Bldg, Located anywhere In roof, Exp C, Wind DLm 5.0 psf <min), Kzt-1.0.
Or 160 mph wind, 30.00 ft Mean Hgt, ASCE 7-10, Part, Enclosed Bldg. Located anywhere In roof, Exp D, wind DL- 5.0 psf (min), Kzt=1.0.
Note, Top chords of trusses supporting piggyback cap trusses must be adequately braced by sheathing or purllns. The building Engineer of Record shall
provide diagonal bracing or any other suitable anchorage to permanently restrain purllns, and lateral bracing for out of plane loads over gable ends.
Maxlmum truss spacing Is 24' o.c. detail Is not applicable IF cap supports additional loads such as cupola, steeple, chimney or, drag strut loads.
Piggyback cap truss slant nailed to all top chord purlin ++ Flat tap chord purllns required at both ends and at a maximum
bracing with (2) 16d box nalls (0135'x3.51) and secure top of 24' Intervals unless otherwise noted an base truss design
chord with 2x4 N3 grade scab (1 side only at each end) drawing. Attach purlln bracing to the flat top chord using a
attached with 2 rows of lOd box malls (0,128141) at 4' o.c. minimum of (2) 16d box malls (M135N3.5'),
12 V Flat Top Chord <= 36'
x In addition, provide connection with one of the fallowing methods,
Trulox
28PB Wave Piggyback Plate _
Use 3X8 Trulox plates far 2x4 chord member, and
One 28PB wave piggyback plate to each face
3X10 Trulox plates for 2x6 and larger chard
lag' a Att h teeth to pis back at tlm of
€tach to ng truss wi h
members. Attach to each Face fl 8' o,c with <4)
0,120'xl.375' malls Into cap bottom chord and (4)
fnbrlco, Ion. supfpo
<4) 0.120'x1.375' malls per ace per
In base truss top chard. Trulox plates may be
Piggyback plates may be staggered 4 o.c. front
staggered 4' o.c. front to back faces,
to ack faces.
APA Rated Gusset
e'x8'x7/16' (min) APA rated sheathin0 Gussets
2x4 Vertical Scabs
2x4 SPF N2, full chord depth scabs (each face).
(6) 10d box (0.128'x3'),
(each face). Attach B 8' o.a with <B) 6d coFlnon
(4) bottom
Attach @ 8' a.c. with naps
(3) In bottom chord and (3) In
(p,113'x2') malls per gusset, n cap
and (4) In base truss top chord. Gussets
Ear scab, cap
ase truss top chord. Scabs may be staggered
chord
may be staggered 4' o.c. front to back faces.
4' aG front to back faces.
vaa S n
°&L
REF PIGGYBACK
CENFr�RACTTIIMS
nePORTANTes FUMM THIS �vANOW m MUDINc VC VISTALLBxxs
Trusses reWlre eXtr.ne corn h rahrlanttrq, hondlhg, "pl hrtolWp and hradt@y ReFer to and
fetoe the latest rdtlon of DCSI (BUIding Component SAFety InVPornatlon, y TPI end SHCAI For safety
DATE 10/01/14
DRWG PB180101014
vvroctices prior to p-Fornhg these functions, Inetellere shot( provide temporary bradrg per HCIL
top chord ]halt hove Properly attached structural ahea hg Orl otton dlard
ft ��
d II ON
UMe" noted othrrelpe,
shall have a properly attached Add coing. Locations shorn for Parnonent lateral natralnt of nbs
shaU have troutY hstalltd Per Brit aactloro HB, H7 or 81a. as oPVBcahle. APPIy plates to each Pacr
of tnua and posltbn os ahosn above ond an tM Jalnt D,AaU, unless noted a h .. se.
Wee to d- I6CA-L Fr atond-d plate Posttiaru.
,
AN Ii1NODMPANy
a.
Alpine, a dvlslon, of ITV VAdIny conponento tY•oup Inc. shop mat be n]pm�hle Por any d,A.4b. Frpn
this drawing, any Folk— to bull the truss h can orrgnce rlifi ANSI/TPL 1, ar for hnn g, shbP,ng.
hstollatbn l bndng aP trusses.
A seat an the droshhg or rover pop Ust►g JWs d'eshW hdkaMs acceptance of profesriwl
mokaer%,a -b sty Far the dF" shoes TM eJbj*ty and we of Ws draehg
AI✓st/fPI ! Ser-P
SPACING 24.0
13388 Lake front Ddva
For an_ str++y cwv Ip <ha nWpne tY of fhe DMdinO IMslP�ee' Wr
For more hPornntian see this Joh's general notra ppoor and Wese eeb dfen
EaM CI,y,Mo a3a46
ALPWD wealphdtesaN TPH sre.tphstar9l SHW ter dtdnduab..,!, ICO enlCaeoPe,o,g
e
• 11
i�bter.fiop' irhproJs `ciF•.• rCisses s..uppartltlg �lpgYloack' cup; tl;us gg; rltast_.be'aclequdtely. brtiSed, pyighe'a'thing br pi1N(ins,' The:bullding E, fneer• of'' kecArd, shall
peaYlde dlagon'al brgcing'oh';;ariy other su Eable andhorage td perringgnt(y Meatr;.alri purllnsz'and-fateral bracing for. out of plane Wai s b?✓er gable ends,
:Refgr to.EhOlmebrl 'seated trlis$. fbr•plggybeck,:af.d base tNss'spcC Catlons,
&Amtum."'bass -i;Pkrhe• Is 14' d,di De.tdll' Is, no.t applld4ke. If •tqp., supporjs' dddltfdnal ;loads such 'as' cupola; gt6eplgi -chl�ney, on' S1i^pg strut load%-
x .2x4,2x6+2itB,Ex10 or 2x1` y :Ifs: or !f2 ,f'T, SPF, .Her1= . r"'., +k Detall :ygllcl. only .pph PL(ll • overlap. -of plggYback chord ns sho}Yrt,
or SP. as neeHed, A.ttadh' Vc6b ':to one ,fc[e of :truss: with
16c{'C0,151"K3;$►>:cprnMon;palls. pr 0,12fl x3' gun nallsl + d-ontln'uoue Laternl' Brodln*d'. CLH) ns• Qelffed 'on..:�he st�pppor lug'
I truss ITWBGC. drawln0' or. a� 2 E_.r�;c; It n. t s ealPled, A'ttacFi.':to
throdbhoUt top Q�i i-d,.' �'
eaph supppl^tingg trusg'wlth d2) IOU <0,1$2 x3.5P7. cohhipn palls;
mx Plggybeck `nS 'peh ' ITWBCG dngwfng At Each' to• , op chord, ,of ar^acln@ :Platerlal to bie supplletl qn( ut nche'd at; both. QnCis, •to
'suppontlljg.,truss 4sing el#hew the.,attachrien gpeclflec! lop a. �u►•table support by ergotlon contractor,
:Alpine drgWlri 'or .4tlthi', .gWn nulls% (g,131tx3'g*-. hdlll'sY,.d.. r�
8 : oe� .for A. CE •7-IId,• .i� . rtphi Ene Efdg,. ' xp -8 & ,C;;130 H t 'CI,B. (4Adberl:�C4• arX�' #2 or U2 .FTI. SPFr, en -Flu; {tih .SP,.
oc f6, :1'80 rlph, ;par't. Enq:'Eldg,.' Xp Br;'.30 MH• "CLB hay be! ,'appplled. td tPp edge, of supp4lf trg truss 'top
6�'• oG;. for A CE .7^16t .ieq nph, Ene, Bldp,. EX '..C, 8.0' MH �bQrd, (as. shcsyrn? or }�o tbM :edge oP' suppartlhg truss
g •oc,• .fioW ,FISGE 7-16, •480 'Mph,• •Part; Enc, •Bldg, . xp C,•; 3D' MH top chord,
wk, Toenail ,blugk 'Ep op`chord :WR o,128'x3' Gun'1
units @ 41' bq-,fogm gall•'face thrgughout, rtop •GhorO,
24. Max,. •_
' • ..RIg9Yb¢eft. T.russ..
�!E �lE•�lE
1.1-1%41 frfaxr E $yogr'tlhj Trui$.
t�tilt 61�y_ ...1
Top Chord :Blo.4[t heirkll `6'.�1C' N'SF'�,d�" r .
- 'a
"Vil me ,� -AND.rnu nv Ili 1p pus > rlAvma:.. I w : SGF1'B
rt*A+ ruRrasr♦ nss mevrHc m u.u.. p�cwrmMs n+c.rar
�F` PI�GI'�i�CK
'xiytiliei yy..��gulrtxaitt'iK.;chri'yrd'ab'fIC� ' .F`wM. Ns ond.tra Ra1•r'.io:er�i' ,' : ;y: _j_, �s. '•,w. A'f` 111/Q�/2D1B,
/oli .. 1h• kSeirt ,Iriilon•ve ays �n6 nb:;sni Jay ornagonr tPl�ena` 10•fan.'ear ai., �.
n4tlel4 (!h`ie•Wrq' {Ir'IUNc?rrt. IiMi6litr't „i�l'IA•u.P'eS.rl�• br'N _ ' i •� r.
y rio4d otki'+l n op r>wrd. �hal�haw. tK rty atfarhid.ytry�grpl.shea to Z t Df21hIG P$SGAB'16.(j118
,harf V: a,pr6parlY at 94r?•C.r FMaea"ians iw.wh•1o{'perr+o,4frli la NMI
1� .I'i.�W�f`•D9,. 7Iw as.'W. .; ,+WPI ''Pr4Ch►"`F"' .... S7'ATG.
• t-44o/ s••oNi bn. , •ho,r,l• ,a{Id-i,rl'thr D• l; ii{rl}d'b rMai �• !'
R.far- jd.tra a;rof Z.ftti a1o;ylQip Wna,:P?•� .. ®...
'^ �Ww1.:�Frl�r1 0+ m� mkt y corlpon.df::Q�y� rnc'Nuul itiijt-w.r.:paei�tF.egf diWi i.. a' CORV
�:� ®kWr dra .. ' fW. ffaN'w ie aWtd tha irurs 1n"f6nYoriairc. dHl •y1SVtPt 1, or• ian•hard . yy?.'f1 t4 1 5�J PSF
AN1fWtOMhANY Y,itagatf '.V'l p�;fiur•�y r ;M1 ,. MAXI TC1T. •
A'"" M .Vf +}SW& or Pap� 'H+Ff`d++.Nbi,Ndcn9+r`}tuPf•nv or. profNl.igrnl � t: ��• ..
.aiA,eal(h>:I s' r•acwn N ar'tfl.' and 1 G r :� 1
suue xes • n v e'o�o►x�"�`„,''»r.uly. c:'�o�m'rtc Y.�a `M°.N° �!rr�l�r� N[A:� l Dt7(' F.
Eurlh'CIIY,'1,1067045' For ryonR'NIq��1¢•jloNalf'Ljtlp,jol+�i'tl•�•ral.:P1QtM•�''Mf4�1"S.r'Wf Y11ik.Grlo/I•arQ�•...
ALPIHEI mdWN.tf,Y,tlrnl TPor nw. .torOY•18CN•nM•.
r-4
b I
.oL, A AV
TWIN;". & .000 -N
vs
1: r
.
nd,�
.4 ;+.J -.1
.........
6 itp IN :14M
i-C
qs`o
-OLA lo.
...........
Q .,4
.4-9. q
:PA, NPIM
14 , q . :., "
,.L -A ,u
J4 ;9,x
p.
im
PJU
TO
Vtd &q'=.j.(j '.0.:
pUIA
...''v TWIN
c 1. A 90—L-33S.
Li �3 ;'P -d-
.0
!� . d 1Q:
N:d,H �l:::n: 3
... ...
......... .........
.......... ..
6 liht
......... RE
:m-,Uri iL
p, Y.v
-g`b
iCilecl
' .. ,
-a- pq
m ohmmtq Y-w .
pxlhoIQ P� 5.i l0 Pof, .........
-Um:-
i
.5P
-Cl..
5: qp N 0.
61 e: an
em. Vovi.offi! NOY. wd
.
oce. ....."a 41. IU61 ib-650": Mlh
'l
...
Q5. Wr5....h.IVM p ,5:. :
'NO75 4a IS th.'h�H, L-, ORu
Q_0flgr,
-1 a-t .t., ::up
Ths document has boon dectonicalty signed Alpine, an ITW Company
and seated using e Digital SgnoWre.PhIftd 6750 Forum Drive, Suite 305
copies MfttA w ongfind signa!uro nwst be Orlando, FL 32821
verified using to ojigfW ele(:Ironic voirsion. Phone: (800)755-6001
ALPINE www.alpineltw.com
AN iTw CompANY
H COA #0 278
10/2912021
Al
Customer Carpenter Contractors of America
Job Number., N334504
Job Description 7A5/320,182ED, F 02G RIO 1 1 18281CALIMEBB ELEV.D/F
Address.,
Design Code: FBC; 7th Ed. 2020 Res.
IntelliVIEW Version: 20.02,OOA
JRef#.- IXal89750114,
Wind Standard: ASCE 7-16 Wind Speed (mph): 160
Design Loading (pso-- 37.00
Building Type: Closed
This package contains general notes pages, 29 truss drawing(s) and 5 detail(s).
Item
Drawing 1VuPnber
Truss
1
301,21.1607.51461
Al
3
301.21.1607.53024
A3
5
301.21.1607.51102
A4
7
30111.1607.52165
A6
9
301,21.1607.52821
A10
11
301.21.1607.52805
A14G
13
301.21.1607.53102
B2GE
15
30121,1607.52978
C2GE
17
301,21.1607.53166
D2
19,
301.21,1607.52900
V4
21
301;21.1607-52696
EJ7
'23
301.21.1607.53212
EJ3
25
301.21.1607.53213
CJ5
27
301.21.1607.53071
CJ1
29
301.21.1607,53009
HJ3A
31
GBLLETIN01 18
33
VAI-180160118
Itenri
DraWingk
T ruts
2
30121,160T52618
AM
4
301.21.1607.52041
A2
6
301.21.1607.53010
A5GE
8
301.21.1607.50899
A8
10
301.21.1607.52211
Al2
12
301 1 21.1607.51602
B1
14
301.21 . 1607.51680
C1
16
30111.1607.53274
D1
18
301.21.1607.53322
D3G
20
301.21.1607.53384
V8
22
301.21,1607.53181
EJ7A
24
301.21.1607.51352
EJ2
26
301.21.1607.53227
CJ3
28
301;21.1607.52743
HJ7
30
A1601 5ENC1 60118
32
CNNAILSP1014
34
VALTN 160118
Florida Certificate of Product Approval'#FL1 999 Printed 10/28/2021 4-49-52 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or 1310 (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.org.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 250001 ! COMN Ply: 1 Job Number: N334504 �Cust:R8975 JRef:1Xa189750114 T10
FROM: RWM Oty: 16 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.51461
Truss Label: Al KD / FV 10/28/2021
6'1"7 12'11"15 19'10" 26'8"1 33'6"9 39'8"
i 6'1"7 6'10"8 -}- 6'10"1 "r' 6'10"1"7
in
0
73
�,1 10'0 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: 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 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 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 0.1280" 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.
5X5
E
39,8"
9110" 9110" i 10' 1'
19,10" + 29'8" 39'8"
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): 0.222 K 999 240 Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 B 1711 /_ /_ /961 /309 /444
Snow Duration: NA HORZ(LL): 0.081 J - - H 1711 A /- /961 /309 /-
HORZ(TL): 0.140 J Wind reactions based on MWFRS
Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0
FBC 7th Ed. 2020 Res. Max TC CSI: 0.617 H Brg Width = 8.0 Min Req = 2.0
TPI Std: 2014 Max BC CSI: 0.882 Bearings B & H are a rigid surface.
Rep Fac: Yes Max Web CSI: 0.457 Bearings B & H require a seat plate.
Members not listed have forces less than 375#
FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
WAVE VIEW Ver: 20.02.00A.1020.20
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
�tptiO4tt1t8dfrary rf
t
a
aw �
o. i08 1 _
a e
a �
a �+
d r
v
COA t f 8 N L
10/29/2021
*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
nent Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
5per BCSI. Unless noted otherwise, top chord shall have propedy attached structural sheathing and bottom chord shall have a properly
tl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
15b ie. Apply plates to each face of truss and position as shown above and on the Join�Details, unless noted otherwise. kefer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW BuildincL 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 bracingof trusses. A seal on this drawn or cover pac1e
"is drawint indicates acceptance of professional engineering responslbilitYy solelyor the design shown. The suitability and use of This
1 for any s ructure is the responsibility of the Building -Designer per ANSI/51 1 Sec.2.
AL NE
ANI COWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250030 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750114 T25 !
FROM: ALS Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.52618
Truss Label: AlA �TCE / YK 10/28/2021
T11"2
T11"2
12' 17'1"12 19'10" 23'8" 31'8"14
4'0"14 S'1"12 2'8"4-I— 3'10" 8'0"14
=-6X6
F
39'8"
39'8"
7-11"2
39"3 2'11 3' 6'8" i 8'0"11 T11"5 i 1'
F 8'1"1 11'10"4+ 14'� 17' + 23'8" 31'8"11 +
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: If
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
VE. HS 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 (*)).
OQ
ae a✓ o�
%
s"
m
I o* e
ya
lip
COA � � AIL
10/29/2021
♦ 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
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)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 off truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to ALPINE
drawings 16OA-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 ANrtwcounNr
truss in conformance with ANSI 1, or for handling, shipping,, Installation. and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engqlneenng responsibility solely -for the design shown. The suitability and use of This Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/T�1 1 Sec.2.
For rnore information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org Odando FL, 32821
SEQN: 250031 /
FROM: RWM
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 "
COMN Ply: 1
Qty: 1
6'1"7
6'17
�110, 10,
Job Number: N334504
,7A5/320 ,182ED,F ,02G ,R101 ! 1828/CALI/4EBB ELEV.D/F
Truss Label: A3
12'11"15 19'10" 24'4"
6'10"8 6'10"1
=5X5
E
Wind Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: 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.
83
1114X4
Cust:R8975 JRef:1Xa189750114 T2 /
DrwNo: 301.21.1607.53024
/ YK 10/2812021
33'6"9 39'8"
9'79
1—o
20'8" 5'8" 13,4"
910 4'6" 5'4" 10,
F1'�
19,10" 24'4' 39'8"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or `=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.033 M 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 871 /_ /_ 1610 /172 /444
Lu: NA Cs: NA
VERT(CL): 0.082 M 999 240
Snow Duration: NA
HORZ(LL): 0.011 L - -
N' 247 /- /- /156 /73 /-
HORZ(TL): 0.024 C
Creep Factor: 2.0
H 508 /- /- /427 /147 /-
Wind reactions based on MWFRS
Building Code:
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 = -
H Brg Width = 8.0 Min Req = 1.5
Rep Fac: Yes
Max Web CSI: 0.420
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#
VIEW Ver: 20.02.00A.1020.20
WAVE
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
♦rlGE NS
r 9
10/29/2021
Fl
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.
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
`*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 q 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 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 Joi ,PDetails, unless noted otherwise. Refer to ALPINE
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 resp. onsible for any deviation from this drawing, any failure to build the MMCQa
truss in conformance with ANSI/ -I PI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawln or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en lneering responsibility solely -for the design shown. The suitabilify and use of fhis Suite 305
drawing for any structure is the responsibility of the BuildingUesigner per ANSI/TPI 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
SEON: 1072 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750114 T9 /
FROM: HMT city: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.52041
Truss Label: A2 KD / WHK 10/281202'
12'6"15 336"9
19' 118239'8"
s5X5=5X5
E F
39'8"
1' i 10' 9'10" 9.10" 10' 1'
T 10' + 19,10" + 29'8"
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;
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.
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): 0.172 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
EW Ver: 20.02.00A.1020.20
♦ 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
tiggtRtataldrAi/1ilerrttlf D - L 548 - 356 G - K 508 _ 119
r°rrr,.
r
��b� �aauaao•®a.s � r�4
P
s �
o s
s �
s
�r ®®�00►MOPmpg \Is� `��
10/29/2021
**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 an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have ropey attached structural sheathing and bottom chord shall have a properly
attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinIComponents Group Inc. shall not,be responsible for any deviation from this drawing, any.failure to build the AsrtwcoMaArry
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation, and bracin4 of trusses. A seal on this drawn or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This Suite 305
drawing for any s ructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 1074 / HIPS Ply: 1 Jab Number: N334504 Cust: R8975 JRef:1Xa189750114 T8 I
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.51102
Truss Label: A4 KD / WHK 10/28/2021
b
ro
73
7'10"14 17' 22'8" 31'9"2 39'8"
7'10"14 9' 1 "2 5'8" 9' 1 "2 T1014
�1'+ 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; 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 =5X5
D E
39'8"
9'10"
19'10" 29'8"
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):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
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
Ve r: 20.02.00A.1020.20
`tom", � r'rrfi
\ �®R•O4•p F�
0 d,
0
•
o.708 9
v
e
0 S �a }�
�{ 0 Pi ` 0 bY• ,{may,•, �y
•�
J� Dp q
A ®�•*v®MCI gOa9*®Oo\
COA � il"ONA
�¢a�aaast�eatt�ieal�a
10/29/2021
10, 1'
39'S"r
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /965 /318 /386
G 1552 A /- /965 /318 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 I - 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, 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 rigid ceilin Locations shown for permanent 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 Joint Details, unless noted otherwise. f�efer to ALPINE
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 resp, onsible for any deviation from this drawing, any, failure to build the ANMCOWV W
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this draw(np or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitabili y and use of This Suite 305
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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500651 COMN Ply: 1 Job Number: N334504 Cust: R8975 JRef:1Xa189750114 T11 /
FROM: RDP Qty: 1 7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.53010
Truss Label: A5GE / YK 10/28/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: S7.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�12'11J'15 Ay�11'4 62
2'3'15 1'4 1 .2
6'1'7 9'10' 1q'8' 260193206101 1'1 ' 2YT 5710"7 93 F391'"B1"4
♦--1o's•'-�-I -5x8
K
21' i6' i 13'B"
F7' I 10' + + 1'3i12 5 + 3'B• 3' + 7' �1'�
10' iB'B'4 21 26' 29'B' 32'B"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: 11
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W7,W1 4,W1 5,W1 6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Special Loads
---(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 pit at 10.67
TC: From 76 plf at 10.67 to 76 plf at 32.67
TC: From 56 plf at 32.67 to 56 plf at 40.67
BC: From 20 plf at 0.00 to 20 plf at 39.67
BC: 128 lb Conc. Load at 23.21,23.79
PL: 136 lb Conc. Load at (23.27, 9.98), (23.80,9.98)
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
21'11.12 1 3'10-8 1 131X12 --{
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
VERT(LL): 0.106 AE 999
VERT(CL): 0.211 AE 999
HORZ(LL): 0.044 1
HORZ(TL): 0.088 1
Creep Factor: 2.0
Max TC CSI: 0.646
Max BC CSI: 0.645
Max Web CSI: 0.957
♦ Maximum Reactions (Ibs)
L/# Gravity Non -Gravity
240 Loc R+ / R- / Rh / Rw / U / RL
Ver: 20.02.00A.1020.20
#�V
�k�i
� .µs�soea&
a° e o.708
in
o
oy g
C0A4�$ 0A
10/29/2021
B 769 /- A /504 /323 1444
AB 2335 /- A 1945 /990 A
Z 1079 /- /- /484 /352 A
T 519 A /- /398 /219 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
AB Brg Width = 8.0 Min Req = 2.8
Z Brg Width = 8.0 Min Req = 1.5
T Brg Width = 8.0 Min Req = 1.5
Bearings B, AB, Z, & T are a rigid surface.
Bearings B, AB, Z, & T require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C
465 -1090
I - J
391
-195
C - D
335 - 815
J - K
390
-199
D - E
399 - 762
K - L
536
- 262
E - F
411 - 759
L - M
608
- 296
F - G
397 - 678
M - N
506
- 244
H - 1
377 -185
S - T
228
- 610
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B -AH
922 -479
AA- Z
375
-227
AH-AG
486 -261
Z-Y
388
-286
AG-AF
486 -261
Y-X
388
-286
AF-AE
486 -261
X - W
491
-156
AE-AD
486 -261
W - V
491
-156
AD -AC
486 -261
V - T
491
-156
AC -AB
479 -325
oA
Maximum Web Forces Per Ply (Ibs)
a
Webs
Tens.Comp.
Webs
Tens. Comp.
®
AH-AI
518 -256
AB -AR
304
-482
ry
0
AI-AJ
555 -273
AR -AS
445
-568
.°
AJ-G
519 -269
AW-Z
272
-747
+fief
G -AL
514 - 933
AW- N
237
- 676
AL -AN
498 - 920
N -AX
683
- 357
�`
AN -AP
519 -955
AX-X
690
-352
AP -AC
540 -984
X-AZ
301
-478
AC- K
792 -505
AZ -BB
275
-472
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, 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicab-le. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover pare 6750 Forum Drive
listing this drawing indicates acceptance of professional enctineering responsibility solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. Suite 305
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: 250035 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1Xa189750114 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 301.21.1607.52165
Truss Label: A6
KID / WHK 10/28/2021
7'10"14 15, 24'8" 31'9"2
398" 1
7'10"14 } 7'1"2 9'8" { 7'1"2
7'10"14
:6X6 = 6X6
D T3 E
12
6
5
5X5
F
C
o_
c0
W co
W1
B
A
H8'8"
IIIG
4X6(A2) =5X5 =5X5 =5X5=4X6(A2)
39'8"
10' 9'10" i 9'10"
i 10,
�1'.
10' 19,10" 29'8"
+1'�
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 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 A
EXP: C Kzt: NA HORZ TL 0.115 1
Des Ld: 37.00 ( )
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC CSI: 0.913
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760
Bearings B & G are rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ItFT/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 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 - 1 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 1 - F 394 - 358
�y�t:s a a s u ups ruu tyro
tF
qq,
Z. i
GE
s •q, `� a
t � py e
®
s
s �
�
ss 0
a
®u•itrlpq®ae`�`
kip°°
COA1 ALtisao\
10/29/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
shipping,
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r sa practices Prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face of truss and position as shown above and on the 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
Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ANr COWAW
tr ss in conformance with ANSI 1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineering responsibility solely -for the design shown. The suitability and use of This Suite Fos
drawing for any sgructure is the responsibility of the Building -Designer per ANSINI 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: 250036 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1Xal89750114 T6 /
FROM: RWM
Qly: 1
7A5/320 ,182ED,F ,02G ,Riot / 1828/CALI/4EBB ELEV.D/F
DrwNo: 301.21.1607.50899
Truss Label: A8
KD / WHK 10/28/2021
6'9"4 13' 19,101, 26'8" 32'10"12 3. '&'
f 6'9-A 6'2"12 6'10" 6'10" 6'2"12 6'9._
.5X5 III2X4 = 5X5
D E F
12
6 �2X4 W
r, C
0
t24
W3 i—
B H
Tj
4X6(A2) = 5X5 = SX8 = 5X5 = 4X6(A2)
39'8"
10' 9'10" 91101. 10, 1
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240 Lac R+ ! R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 !- /- /953 f716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 !- /- /953 /716 /-
EXP: C Kzt: NA TL : 0.121 J Wind reactions based on MWFRS
Des Ld: 37.00 ( )
HORZBuilding
Mean Height: 15.00 ft
NCBCLL: 10.00 Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 H Brg Width = 8.0 Min Req = 1.8
psf Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 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
B - C 2014 -2780 E - F 1973 -2289
Lumber C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N; D - E 1973 -2289 G - H 2O14 -2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - L 2421 -1686 K - J 1982 -1323
member design. L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 -339 K - F 425 -401
L- D 535 -183 F -J 535 -183
D - K 425 -401 J - G 381 - 339
Ott#i�asfutf(f#faajei��p{� E - K 585 -391
J~`i
NO ��eam• oay{a$�a
„ K o
y
� o
a w
o f ULi I a
°'
• s
m t
a m
• .o
1,,V+`�
COA �01YACCftfajyisniwi
10/29/2021
"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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 53, B7 or B10,
as applicable. Apply to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
Oates
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildingComponents Group Inc. shall not_be responsible for any deviation from this drawing, any. failure to build the AN WCOMCANV
in with ANSI 1, for handling, bracin4of trusses. A on this drawing or cover a
truss conformance or shipping,. installation and seal pa 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityY solely -for the design shown. The suitability and use of This Suite 305
-Designer
drawing for any structure is the responsibility of the Building 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: 250037 / HIPS
Ply: 1
Job Number: N334504
Cusl: R 8975 JRef:1Xa189750114 T5 /
FROM: RWM
Qly: 1
7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 301.21.1607.52821
Truss Label: A10
SSB / WHK 10/28/2021
5'919' 28'8"
33'10"12 39'8"
5'94 5'2"12 8' 9'8"
5'2"12 5'9"4
5 X 5 = 5X5 - 5X5
D E T3 F
T
12
T 6 2X4 W
52
o C (a) (a)
G
C' n
in W3
�
�
B
1
H
A
1 1
= R
8'8"
=4X6(A2) -5X5 =5X8 =5X5=4X6(A2)
39'8"
10' 9'10" 9.10"
10, 11�
�1'
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 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 /- /- /940 /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 ( )HORZTL: 0.127 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft Building Code: Cree Factor: 2.0
NCBCLL: 10.00 g p
B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.934
BCDL: 5.0 psf
H Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.752
Bearings B & H are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751
Members not listed have forces less than 375#
FT/RT:20 0 /10 0
Loc. from endwall: not in 9.00 ft () ()
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) 1 X4 #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 789 -534
member. Attach with 0.128x3" gun nails @ 6" oc. i99Jf plrlrag�s
���g8144sitP41
Wind �ti f�rr
Wind loads based on MWFRS with additional C&Cti emxs�*"tlpaa �''Fi
*rr
member design. �b� s ss��
•°�>��j�
Wind loading based on both gable and hip roof types. �e a
® o. p f,.it�T
a e
s "
4 G
Q pqq spy ;pip] .+
I 4
�f 06 ® ��C
,}p�yag40Y*0ma@Pp®fly
�g
y $I h1
COA
I D/29/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWINGTOALL CONTRACTORS INCLUDING THE INSTALLERS
Component Safety Information, fabricating,
SBCAjnfor salfety perfrtorming these Instlallers shall
practicesnp9ior to functions. Installers 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 ceiling 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 of truss and position as shown above and on the Joint Details, unless noted otherwise.
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information..
Refer to ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
for handling, bracin4 trusses. A this drawing
truss in conformance with ANSIIf PI 1, or shipping,. installation. and of seal on or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional encLrneenng responsibilitty�r solely -for the design shown. The suitability and use of this Suite 305
-Designer
drawing for any sgructure is the responsibility of the Building per ANSI[TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250038 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1Xa189750114 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 301.21.1607.52211
Truss Label: Al2
KD / WHK 10/28/2021
9' 17' 30'8"
39'8"
9' 8' 5'8" 8'
9'
,6X6 =5X5 =4X4 =6X6
C T2 D E T3
F
12
6
T
T
o (a) W (a)
W5
h
�
B
N
G
1 A
H
g—�
4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2)
39'8"
1' 10' 9'10" J. 9'10"
10, 1'
39'8"
10' 19,10" 29'8"
Loading Criteria (psr) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 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 /- J- /921 /720 /223
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 /- /- /921 /720 P
EXP: C Kzt: NA TL HORZ 0.150 1
Des Ld: 37.00 ( )
Wind reactions based on MWFRS
Mean Height: 15.00 ft
Building Code: Creep Factor: 2.0
NCBCLL: 00 p
B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
Soffit: 000 FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
. BCDL: 5.0
G Brg Width = 8.0 Min Req = 1.8
psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834
Bearings B & G are rigid surface.
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 9.00 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
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
B - K 2330 -1856 J - 1 3176 - 2629
to be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 - 2647 1- 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)
C - K 718 -428 E - I 944 -834
scabs for (2) CLR'S where shown. Scab
K - D 940 -832 1 - F 718 -430
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gunggta§ykrn{98)lJilyr
nails @ 6" oc. rr6r
Wind,,
Wind loads based on MWFRS with additional C&C�'.
'!� '
member design. �� ®� o
Wind loading based on both gable and hip roof types. °m
$ «m
M a
z
%
0
COA #it$ NA`�``�S(t�ba```
10/29/2021
"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 Unless top have sheathing and bottom chord shall have a
per BCSI. noted otherwise, chord shall properly attached structural
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections
properly
63, B7 or 1310,
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
Alpine, a division of ITW Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure
A this draw(nq
to build the AN WCOMPANY
truss in conformance with ANSI 1, or for handling, shipping,, Installation. and bracing of trusses. seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of en Ineenng responsibility solely for the design shown. The suitablli y and use of this
professional
drawing for any sQructure is the responsibility of the Buildinggesigner per ANSI/TPI 1 Sec.2.
Suite 305
For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or
; AWC:awc.orp Orlando FL, 32821
SEQN: 250056 / HIPS
Ply: 2
Job Number: N334504
: R 8975 JRef:1Xa189750114 T12FROM:
LPM
Qty: 1
7A5/320 182ED,F 02G R101 / 1828/CALI/4EBB ELEV.D/F
No: 301.21.1607.52805
rD
Truss Label: A14G
/ WHK 10/28/2021
2 Complete Trusses Required
7' 17' 22'8" 32,8„ 39'8"
7' 10' 5'8" 10' 7'
=6X6 =8X8 =8X8 =6X6
12 C T2 D T3 E T4 F
T 6� T
o
B G
A H
4X6(A1) =8X8 = 8X8 -8X8=4X6(A1)
39'8"
10' 9'10" 10, 1'
T 10' 19'10„ i 29,8" 39,8„
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) DefI1CSI 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): 0.295 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 /-
Des Ld: 37.00 EXP: C Kzt: NA
HORZ(TL): 0.121 1 Wind reactions based on MWFRS
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0 B Brg Width = 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: 0.676 g q =
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are i rigid surface.
MWFRS Parallel Dist: 0 to h!2 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#
Loc. from endwall: NA 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 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 - I 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.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (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 - I 727 -1297
Loading K - D 727 -1298 1 - F 1287 -417
#1 hip supports 7-0-0 jacks with no webs. �9tsfstrtur�tir�P 1
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.,�°e'
®+ o
W �
0
�
s ■
80 9 0 a
a
`,t*q
COA (iJ!!¢33Qi% r A�
10/29/2021
"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 fo'r
Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless top have bottom have
per noted otherwise, chord shall proper)Y attached structural sheathing and chord shall a properly
attacheU rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin 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 Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildingq�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANn CCWAW
truss in conformance ANSI/TPI 1, for handling, bracin44 trusses. A this drawing
with or shipping,, Installation and of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en Ineering responsibilityty solely -for the design shown. The suitability and use of this Suite Fos
drawing for is Building -Designer
any structure the responsibility of the per ANSIfTP1 1 Sec.2.
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 250039 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750114 T20 I
FROM: RWM Oly: 1 7A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.51602
Truss Label: B1 KD / WHK 10/28/2021
5'7"4 i 10,81, _ 15'812 21'4" i
r 5'7"4 5'0"12 5'0"12 574 '7
P
EO
Lo
73
Loading Criteria (psq
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
Spacinq: 24.0 "
8'
Wind Criteria
Wnd Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=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):
WAVE
21'4"
5'4"
13'4"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
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
.+-- -I•r'ttjl
1 pg-�rr
r>.
b� 08 yip
��yy-pppq$
�. Y
® C
° gVgy yp�
O
4
COA L fVAl
a�tatti3�t�uy*it
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- /529 /397 /229
F 805 /- /- /464 /361 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 1190 -1344 D-E 1113 -1152
C-D 1104-1146 E-F 1201 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 993 G - F 1161 - 955
H - G 795 - 539
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 471 - 284 D - G 394 - 335
H - D 383 - 322 G - E 479 - 289
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
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 proper) attached structural sheathing and bottom chord shall have a properly
attached n id ceilin Locations shown for ermanent lateral restraint olYwebs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,. installation, and bracingof trusses. A seal on this drawing,
or cover page
listing this drawing indicates acceptance of professional engineering responsibilit�yy solelyor the design shown. The suitability and use of this
drawing for any sgructure is the responsibility of the Buildingq esigner per ANSI/TPI 1 Sec.2.
A P NE
ANMCCWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250059 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xal89750114 T3 /
FROM: HMT Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.53102
Truss Label: 62GE / YK 10/28/2021
P
Co
P3
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"
I- 4,8„ 2'
(TYP) =4X4
F
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 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"
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):
WAVE
21'4"
10,8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
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
EW Ver: 20.02.00A.1020.20
1$.ymi r
} r
Frv�r
a
x®
r
•
°
•
10/29/2021
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 125 /- /- /39 /48 /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
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 rigid ceiling 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 of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinc Components Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the pN 1WCOMFANV
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawn or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLineering responsibili(t�� solely -for the design shown. The suitability and use of this Suite 305
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: alpineilw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC'. awc.org Orlando FL, 32821
SEQN: 250041 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750114 T19 /
FROM: RWM Qly: 1 ,7A5/320 ,182ED,F ,02G ,Riot / 1828/CALI/4EBB ELEV.D/F Dnallo: 301.21.1607.51680
Truss Label: C1 KD / WHK 10/28/2021
7'
7'
5X5
C
14'
14'
7'
7' 7'
7' 14'
Loading Criteria (psi)
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 L/defl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.014 E 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.025 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.008 E - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.013 E
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: 0.767
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.503
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.119
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
IVIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
A
, \ ap�C600 g.qq 6_ �P ✓row
e
coAI`s��A1.a,,,4
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 588 A /- /371 /272 /158
D 527 A /- /305 /234 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 805 - 740 C - D 807 - 739
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 598 - 542 E - D 598 - 542
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propgr attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
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 notbe responsible for any deviation from this drawing, any failure to build the ANMCO-AW
truss in conformance with ANSI/TPI 1, or for handling, shipping,i . nstallation and bracing of trusses. A seal on this drawln or cover pa a
listing this drawing Indicates acceptance of professional en Inen eng responsibilitty�r solely -for the design shown. The suitability and use of this Suite 3o5
drawing for any structure is the responsibility of the Building�esigne6750 Forum Drive
r per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPL tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 250061 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750114 T1 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALIMEBB ELEV.D/F DrwNo: 301.21.1607.52978
Truss Label: C2GE / YK 10/26/2021
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
SDacina: 24.0 "
7' 14'
rL' 7, 7' i
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 A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
5' 'i' 2' —'
(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)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl 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
♦ Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 129 /- /- 140 /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
VIEW Ver: 20.02.00A.1020.20 J Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 - 403 H - E 511 - 403
n°® 0.7108
O 0
tl tl
� 0
0
tl*DBaM qq P6� V ��'
COA`Xf 8,NAL
10/29/2021
**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 properly attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinq Components Group Inc. shall not. be resp. onsible for any deviation from this drawing, any, failure to build the ANMCOWP
truss in conformance with ANSI/TPI 1, or for handling, shipping,. Installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional encLlneenng responsibilityy solely -for the design shown. The suitability and use of this Suite 305
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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500431 COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef.1Xa189750114 T13 !
FROM: LPM Qly: 1 ,7A5l320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.53274
Truss Label: D1 KD / YK 10/28/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
5'
5'
=4X4
C
10,
5'
12
6
c�
B D
01 4 E 88
F
1112X4
2X4(A1)=2X4(A1)
i Criteria
I Std: ASCE 7-16
!d: 160 mph
)sure: Closed
Category: 11
C Kzt: NA
1 Height: 15.00 ft
L: 4.2 psf
L: 5.0 psf
:RS Parallel Dist: 0 to h/2
Dist a: 3.00 ft
from endwall: not in 4.50 ft
GCpi: 0.18
Duration: 1.60
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)/10(0)
Plate Type(s):
5'
10,
Defl/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 TIC CSI: 0.345
Max BC CSI: 0.257
Max Web CSI: 0.081
VIEW Ver: 20.02.00A.1020.20
10/29/2021
♦ 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
Trusses require extreme care in fabricatin , handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an � SBCA) r satPety 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
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 AN MCOMPANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation. and bracin4 of trusses. A seal on this drawing or cover pa 4e 6750 Forum Drive
listing this drawing Indicates acceptance of professional enccLLsneering responsibilittyy solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSV41 1 Sec.2.
For more information see these web sites: Alpine: al ineilw.com; TPI: t insl.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:1Xa189750114 T26 /
FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.53166
Truss Label: D2 KD / YK 10/28/2021
5'
5'
4X4
C
10,
5'
12
6
ih
B D in
IBI
4 E 88'
F
2X4(A1) 1112X4 = 2X4(A1)
10,
1 �f 5' 10, '� 1
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pfin PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 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
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
Defl/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
VIEW Ver: 20.02.00A.1020.20
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- /- /286 1202 /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
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 and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
cing per BCSI. Unless noted otherwise, top chord shall have pr in r attached structural sheathing and bottom chord shall have a properly
iched rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10,
3DDlicab-le. ADD Dates to each face of truss and Dosition as shown above and on the JoinrDetails, unless noted otherwise. Refer to
Is 16OA-Z torstandard plate positions. Reter to Job's General Notes page Tor additional intormation.
a division of ITW BuildincLComponents 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 bracin of trusses. A seal on this drawing or cover pagqe
)is drawing indicates acceptance of professional enneering responsibilityy solely -for the design shown. The suitability and use ofth!s
for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
information see these web sites: Alpine: alpineitw.com• TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
ALPINE
ANI COWANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250057 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750114 T18 /
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.53322
Truss Label: D3G KD / YK 10/28/2021
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 "
L 3' 7' i 10,
r 3' + 4' T 3' '1
4X6 4X6
12 C D
6� T
B E
1112X4 1112X4 �-
2X4(A1) = 2X4(A1)
1 3'1"12
3'1"12
Wind Criteria
Wind Sid: 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 pif 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.
Eon
3'8"8
6' 10"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: Varies by Ld Case
FT/RT:20(0)/l 0(0)
Plate Type(s):
3'1 "12
10, 1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.022 H 999 240
VERT(CL): 0.044 H 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.016 C
Creep Factor: 2.0
Max TC CSI: 0.288
Max BC CSI: 0.365
Max Web CSI: 0.059
VIEW Ver: 20.02.00A.1020.20
e� n . :r f
t$�ffi
o ?,
� F
a a
® o
a
e
COA SVn g
jYR11f19a9Dl
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 625 /- /- /- /316 /-
E 625 /- /- /- /316 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E 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 467 - 962 D - E 467 - 962
C - D 389 - 842
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 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply lates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for s�andard 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 ANSIPI1, or for handling, shipping,i . nstallation and bracin4of trusses. A seal on this drawing or cover pa e
listing this drawing indicates acceptance of professional enccLLineering responsibility solely -for the design shown. The suitabilif and use of This
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R8975 JRef:1Xa189750114 T14 /
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.52900
Truss Label: V4 KD / WHK 10/28/2021
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
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 #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 1 3'11"
111"8 11'11"8
12
6 =4X4
B
A4X4(D1)=4X4(D1) C
10'6"3
D
3'11"
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)/l 0(0)
Plate Type(s):
WAVE
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
10/29/2021
♦ Maximum Reactions (lbs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /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) for sa shipping, practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingg 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 Joint Details, unless noted otherwise. Refer to ALPINE
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 ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawin indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the BuildingUesigner per ANSIfTPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA_ sbcindust_ry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEON: 250046 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750114 T16 I
FROM: LPM Oty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.53384
Truss Label: V8 KD / WHK 10/28/2021
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 "
3'11"8 7'11"
3'11"8 3'11"8
=4X4
12 B
T
6
N=4X4(D1)
A
=4X4(D1)
C
Li 9 6'3
-om
E
D
1112X4
r
7'11" -
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 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.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
3'11 "8
3'11 "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)/l 0(0)
Plate Type(s):
3'11 "8
7-11"
Defi/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.007 D 999 240
VERT(CL): 0.014 D 999 240
HORZ(LL): -0.003 D - -
HORZ(TL): 0.006 D
Creep Factor: 2.0
Max TC CSI: 0.266
Max BC CSI: 0.192
Max Web CSI: 0.142
EW Ver: 20.02.00A.1020.20
Z1 N.Yoaaa gospa
AT ( 1 �
COA I � N A4
10/29/2021
♦Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
E* 75 /- /- /35 /26 /8
Wind reactions based on MWFRS
E Brg Width = 95.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
Maximum Web Forces Per Ply (lbs)
Webs Tens.Comp.
B - D 478 - 315
**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 properir attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling 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 of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. $hall not, be respponsible for any deviation from this drawing, any failure to build the a mvcoManuv
truss in conformance with ANSI 1, or for handling, shipping,. installation,and bracingof trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineering responsibilitty� solelyor the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the BuildingPes!gner per ANSIrT 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: 250047/ EJAC Ply: 1 Job Number: N334504 Cust: R8975 JRef:1Xa189750114 T15 !
FROM: JRH Qty. 8 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALIMEBB ELEV.D/F DrwNo: 301.21.1607.52696
Truss Label: EJ7 �KD / YK 10/28/2021
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 "
C
12'2"11
12
6
c*�
o_ U-)
v
B
D +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: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
7-
7-
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
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
Ver: 20.02.00A.1020.20
i
�.108 1
a
m
® AST 0
.p
� '0
COA $� t V A
`l810i19fD'S1ifCa41
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- A
/249 /108 /208
D 125 A /-
/73 /- /-
C 174 /- /-
/128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properir attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$ctComponents Group Inc. shall not, be respponsible for any deviation from this drawing, any, failure to build the aNmvcoMvnNY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installatlon.and bracin of trusses. A seal on this drawing,
or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en meenng responsibilitty�r solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building�esigner per ANS11TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250048 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750114 T21 /
FROM: HMT Qty: 6 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.53181
Truss Label: EJ7A KD / WHK 10/28/2021
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 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
►I
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):
B
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.016 C
HORZ(TL): 0.030 C
Creep Factor: 2.0
Max TC CSI: 0.738
Max BC CSI: 0.513
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
Aa 4
0
® o.708 1
Q 0
9
Y
®° o
q, b �
COAp f 1 ON �a
em
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 270 /- /- /179 /71 /186
C 126 /- /- /76 /- /-
B 177 A A /132 1171 A
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#
**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 sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached r'i id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the ANTNcoMOANv
truss in conformance with ANSI 1, or for handling, shipping,, Installa ion and bracingof trusses. A seal on this drawn or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en tneering responsibilittyv solelyor the design shown. The suitabili>9y 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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250049 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750114 T24 !
FROM: LPM Qty: 3 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.53212
Truss Label: EJ3 KD / YK 10/28/2021
Loading Criteria (psf)
TCLL: 20.00
TC DL: 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
10'2"11
c�
CD to
� r
B c�
N
8111
A V
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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;
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.
3r
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 Sid: 2014
Rep Fac: Yes
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: 0.248
Max BC CSI: 0.112
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
r
°
• g
9 a
0
0
�� SPIT CM
=d % A% 1• ply
X0°b0ae�a a0*000*
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- !Rh /Rw /U /RL
B 188 /- /- /157 [71 /100
D 52 /- /- /28 /- /-
C 65 1- /- 145 /66 /-
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 er BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attacheTriV ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face otruss and position as shown above and on the JoinQDetails, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN wco vANv
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enpmeering responsibilityy solely -for the design shown. The suitability 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: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org;_AWC: awc.or Orlando FL, 32821
SEQN: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750114 T23 !
FROM: RWM Oty: 2 , A5i320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.51352
Truss Label: EJ2 KD / WHK 10/28/2021
12
C
T8 rk 918114
4-3 A r 81Q(Jrr
-�
D
2X4(A1)
21
21
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TOLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl 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): 0.000 D
Des Ld: 37.00
C Kzt: NA
HORZ(TL): 0.001 D
Mea
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.137
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.026
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
IVIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
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.
CID 0 AL
� ple"i0i
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 /- /- /140 154 /52
D 32 /- /- /18 /- /-
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#
**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 andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached 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. ffefer to ALPINE
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 ANMCOWAW
truss in conformance with ANSI/1 PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawingp indicates acceptance of professional en ineenng responsibilityN solely -for the design shown. The suitability and use of Ellis
drawing for any sfructure is the responsibility of the Building -Designer per ANSlffP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindustry.com; ]CC: 1ccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R8975 JRef: 1Xa189750114 T34 /
FROM: JRH Qty: 4 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.53213
Truss Label: CJ5 �KD / YK 10/28/2021
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.
11'2"5
12
6
rn
(V M
M
B
1-3 A 8'8"
�� D
1 4'11"4
411 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
` Y@
O �r
6 d
08 1 a
M
� 6
e �
P
RAT 0to
e
•"°'°
COA ���
��`a�aratt�t�@8�
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
LOG R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 /152
D 89 /- /- /51 /- /-
C 118 /- /- /85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
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 proper)v attached structural sheathing and bottom chord shall have a properly
attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 16OA-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 pN RNC"MFANY
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses; A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawin Indicates acceptance of professional engineering responsibilitty� solely �or the design shown. The suitability and use of )his Suite Fos
drawing for any sfructure is the responsibility of the Building -Designer per ANSIlTP1 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: 250052 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xal89750114 T33 /
FROM: LPM Qty..
4 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.53227
Truss Label: CJ3 / WHK 10/28/2021
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 "
V
�— 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: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2'11'A
2'11'A
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): 0.001 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
�Pq®PCA4oyb*
+ o
o. '08 1
1
Pb q� Py
�®n�bP��ygP'"®�i & Q'
COA(�1v
10/29/2021
10'2"5
rn
m
N
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 185 /- /-
/156 171 /99
D 50 A !-
/27 /- /-
C 63 /- /-
/44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
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, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roper)y attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
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 ANmvcoMCANr
truss in conformance with ANSI/1 PI 1, or for handling, shipping,. Installation and bracin4of trusses. A seal on this drawm or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engq�ineering responsibility solely -for the design shown. The suitability and use of illis Suite 305
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: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:250053/ JACK Ply: 1 Job Number: N334504 Cust:R8975 JRef:1Xa189750114 T29 /
FROM: LPM Qly: 8 7A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.53071
Truss Label: CJ1 / YK 10/28/2021
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
F
12
6 [7-
C
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;
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, 11114
11114
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
[ding Code:
C 7th Ed. 2020 Res.
I Std: 2014
p Fac: Yes
rRT:20(0)/10(0)
to Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
B
g
a
04.
a 1�
y
COA i�A��
10/29/2021
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /145 /76 /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#
**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)v attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinA_Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANI CDWAW
truss in conformance with ANSIPI1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineenng responsibili��r solely -for the design shown. The suitability and use of This Suite 305
drawing for any structure is the responsibility of the BuildinggDes!gner 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.orp Orlando FL, 32821
SEQN: 250054 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750114 T22 /
FROM: HMT City: 2 ,7A5/320 ,1,2ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.52743
Truss Label: HJ7 �KD / WHK 10/28/2021
5'3"5
5'3"5
9'10"1
4'6"l 1
X
12'2"3
12
4.24 2X4
C
v
m �
v
B
a 33 A 8'8"
FE
2X4(A1) =4X4
�--- 1,5"
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 it
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.
9'2"2
9'2"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: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
7.1
1 1 90'1
DeflICSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.049 F 999 240
VERT(CL): 0.092 F 999 240
HORZ(LL): 0.012 C - -
HORZ(TL): 0.023 C
Creep Factor: 2.0
Max TC CSI: 0.542
Max BC CSI: 0.670
Max Web CSI: 0.261
Ver: 20.02.00A.1020.20
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 16d Common (0.162"x3.5") nails, toe
nailed at T.C.gtRsatttlattl{���
nailed at () 16d Common (0. 1 62"x3.5") nails, toe
�� +rxpPpf ff
® C.
0.708 1
s s"9 16l1 l9 a a-
6jy y
COA A13 SON AL aaz'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
E 364 /- /0 /- /84 /0
D 214 /- /- /- /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
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.
B - C 392 - 565
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
10/29/2021
**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 an 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections 53, B7 or B10,
as applicab-le. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIITPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa e
listing this drawing indicates acceptance of professional en ineenng responsibilitty�r solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIrT 11 Sec.2.
For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.org• SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
ALPINE
AN rrW COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250055 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1Xa189750114 T17 !
FROM: LPM Qty: 2 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 301.21.1607.53009
Truss Label: HJ3A KD / WHK 10/28/2021
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 "
C
12
4.24 T 10'2" 6
N
$ipn
A VV
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C K7t: 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: 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.
412°3 i
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 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: 0.120
Max BC CSI: 0.074
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
10/29/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 /- /-
/- /45 /-
D 28 /- /-
/7/-
C 64 /- /-
/- /48 !-
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 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 rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing 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 Joint Details, unless noted otherwise. Referto
ALPINE
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 nNm coMaauv
truss in conformance with ANSI 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 enoneering responsibili solely -for the design shown. The suitability and use ofQ is Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANS1141 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
' Gable Stud Reinforcement Detail
ASCE 7-16i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 120 mph Wind Speed, 15' Mean Heiqht, Partially Enclosed, Exposure D, Kzt = 1.00
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace xIK
(1) 2x6 'L" Brace x
(2) 2x6 'L' Brace 030
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
p
#1 / #2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12, 8'
14' 0'
14' 0'
SI F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
U
I I r
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12, 6'
14' 0'
14' 0'
O
rl r
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
1 10' 4'
11' 1'
14' 0'
14' 0'
Q%
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
1 14' 0'
14' 0'
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
(u
D rr L
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
1 4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P P
#3
4' 2'
7' V
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
1 14' 0'
14' 0'
14' 0'
U
u r
Stud
4' 2'
7' 1'
7' G'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
I� r
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10,
12, 8'
13' 7'
14' 0'
14' 0'
O
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
11
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
QJ
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 r
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
�J
U
u
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I�
Standard
4' 7'
7' 0'
7' 5'
1 9' 4'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' ill
10' 3'
11, 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
D rr L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
rl
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
1 14' 0'
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
dlagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect cilaaonnl at
AN ITW CO
11514\ Earth\ City\ Expressway
\ 1 Suite\ 242
l \ Earth\ City,\ MO\ 63045
�ymm
About)
18,
L
'L' Brace End
Zones, typ.
2x6 DF-L #2 or
better diagonal
'r
bracel single
8,
or double cut
L
(as shown) at
upper end.
ylrl N111-1 N41-1 Refer to chart rk
-VARNINGI- READ AND FOLLOV ALL NOTES 13N THIS DRAWING!
"IMPORTANT.. Fl1RNISH THIS DRAVING TO ALL CDNTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. R. t
,:low the latest edition of BCSI (Building Component Safety Information, by TPI antl SBCA) fa s,
nctices prior to performing these functions, Installers shall provide temporary bracing pew B
,less noted otherwise, top chord shall have properly attached structural sheathing and bo
,all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint N
,all have braclng Installed per BCSI sections 113, B7 or BIO, as oppllcable. Apply plates to eac,
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 Building Components Group Inc. shall not be responsible for any deviatl
Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlpj
-tallation & bradng of trusses.
A seal on this drawing or cover page Msting this drnwtng, Indicates acceptance of professional
gineering responsIlAtty solely for the design shown. The suitability and use of this drawng
r any structure Is the responstblllty of the Building Designer per ANSI/TPI 1 Sec2.
For more Information see this Job's general notes page and these web sites,
ALPINE, rrw.nlolneltr.com, TPI, rrw.tolnst.oro, SBCA, wwr.sbclndustrv.ora, ICC, wwwlccsafe.oro
0a
Bracing Group Species and Grades,
Group At
S ruce-Plne-Fir Hen -Fir
#1 / #2 Standard 1 #2 1 Stud
#3 Stud 1 #3 IStanclard
Dou Las Fir -Larch Southern Plne)Kwx
#3 �Stud
tStandard Stan
Group BI
Hen -Fir
#1 & Btr
#1
Douglas Flr-Larch Southern Pine...
#I #I
#2 #2
lx4 Braces shall be SRB (Stress -Rated Board).
■.For Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these grades.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load),
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0,128'x3.0' min) nails.
)K For <1) 'L' brace, space nails at 2' o.c,
In 18' end zones and 4' o.c. between zones.
)KFor (2) 'L' braces, space nalls at 3' o,c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 80% of web
member length.
Gable Vertical Plate Sizes
lddllg �d .
Vertical Length
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
3X4
Greater than 11' 6'
4X4
I + Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
abl ve ti' lep th, not addressed by this cietall,
REF ASCE7-16-GAB16015
DATE 01/26/2018
0 �° DRWG A16015ENC160118
MAX, TOT. LD, 60 PSF
bp�a�Y4 /29/2021
66 MAX, SPACING 24,0"
'T'
Reinforcing
Member
Gable
Truss
Gabe Detail
For Let -in Verticals
Gable Truss Plate Sizes
3propriate 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
apped plates to span the web,
„ 2X4
2X4 2X8
rroviae connecilons ror upurz spec.r.ea an zne engineerea truss aes.yn.
Attach each 'T' reinforcing member with
End Driven Nails.
lod Common (0.148'x 3,',min) Nails at 4' o.c, plus
(4) nails In the top and bottom chords.
Toenalled Nalls,
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, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detall Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 1 ftQ
S11530ENC100118, S12030ENC100118, S14030ENC1 3041001�ar/
518030ENC100118, S20030ENC100118, S20030E 01 � I b10
,�° aaw Haan i
See appropriate Alpine gable detail for maxi) 111 .; cS t dgrt°
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member,
elo Length Increase w/ "T" Brace
Example,
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o,c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf,
Mbr, Size
'T'
Increase
2x4
30
2x6
20
t>
PI
AN ITW COMPANY
11514\Earth\City\Expressway
\ \ Suite\ 242
\\Earth\City,\MO\63045
wwVARNrNGIww READ AND F13LLDV ALL NDTES 13N THIS DRAWING! 9
"IMP13tTANTAw FURNISH THIS DRAVING TD ALL CONTRACT13RS INCLUDING THE INSTALLERSa a
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref - nj
follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fo s tyo
practices prior to performing these functions. Installers shall provide temporary bracing pe. BCSI, w
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chodl
shall have n properly attachetl rigid telling. Locotlons shown for permanent lateral restraint s
shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to ead
of truss and position as shown above and on the Joint Details, unless noted otherwise. ✓
Refer to drawings 160A-Z for standard plate posltions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatio r
this drnwing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin
Instnllntlon 6 bracing of trusses.
A seal on this drawing or cover page UsI i g this drawing, indicates acceptance of professional
for any ntructtae Is reresponsibility «sponsibftlfor ty of to HuRding DeslgnernbperyANS�IR I 1 Sec2use of this w�+�t4\t��29�2•021
For more Information see this Job's general notes page and these web sites.
ALPINE. www.alpineitw,coml TPD www.tpinst.orgl SBCA. www.sbcindustry.orgl ICO www.Iccsafe.org
1 U. t ary �
a
e.
R' $°
1 awry
we
m�
add ea
wad s'a
°ea-Z.
am°f°ana" `
) q
MAX, TOT, LD, 60 PSF
REF LET -IN VERT
DATE 01/02/2018
DRWG GBLLETIN0118
DUR, FAC, ANY
MAX, SPACING 24,0"
NAIL SPACING DETAIL
iHINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS
AND STAGGER NAILING FOR TWO BLOCKS, GREATER SPACING MAY BE
REQUIRED TO AV❑ID SPLITTING,
BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF
NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL,
LOAD PERPENDICULAR TO GRAIN
A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS
OF NAILS (6 NAIL DIAMETERS)
B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS)
C - END DISTANCE (15 NAIL DIAMETERS)
LOAD PARALLEL TO GRAIN
A - EDGE DISTANCE (6 NAIL DIAMETERS)
C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS)
D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS)
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BELOW
SPACING MAY BE REDUCED BY 50Z c
row SPACING MAY BE REDUCED BY 33% I I
DIRECTI❑N
OF LOAD AND
NAIL ROWS
Z
J
cA,A, NAIL �.
LINE �
J
po
A
B*
B/2 �
1 1 1 1 1
A I
C)K
C)K
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
Bw
C)K)K
D
8d
BOX <0,113'X 2,5',MIN)
3/4'
1
3/8'
1
3/4'
7/8'
10d
BOX (0,128'X 3.',MIN)
7/8"
1
5/8'
2"
1'
12d
BOX <0,128'X 3,25',MIN)
7/8"
1
5/8"
2"
1"
16d
BOX (0.135'X 3.5",MIN)
7/8'
1
5/8'
2
1/8'
1 1/8'
20d
BOX (0,148"X 4,',MIN)
1'
1
7/8'
2
1/4"
1 1/8"
8d
COMMON (0,131'X 2,5',MIN)
7/8'
1
5/8'
2'
1"
10d
COMMON (0,148'X 3,",MIN)
1'
1
7/8'
2
1/4'
1 1/8"
12d
COMMON (0,148"X 3,25",MIN)
1'
1
7/8'
2
1/4'
1 1/8"
16d
COMMON (0,162'X 3,5',MIN)
1'
2'
2
1/2'
1 1/4'
GUN
(0,120"X 2,5',MIN)
3/4"
1
1/2"
1
7/8"
1"
GUN
(0,131'X 2,5',MIN)
7/8'
1
5/8'
2"
V
GUN
(0,120"X 3,',MIN)
3/4"
1
1/2"
1
7/8"
1"
GUN
(0,131'X 3,',MIN)
7/8'
1
5/8'
2'
1"
C/2)"
NAIL
LINE
C)K)K TRUSS
MEMBER
BLOCK LENGTH
A D D D A >w
LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLELAI s
'WAI uIGI-M R AD MD FaI-L°V ALL NOMS °N THIS DR"m+° Ar®
REF NAIL SPACE
wwllWQ2TANTww FURNISH THIS DRAWING TO ALL CWIN TRACTEIRS CLl1DING THE INSTA(.LERSg: a
extreme bracing,andt
eust ((Building Informatonn, bya
a a
DATE 10/01/14
ofcare
TPInd
followTrusthe lates
editionBCSI ComponentliSafetyp CARe'a s
practices prior to performing these functions. Installers shall provide temporary bracing pe. BCSI. w
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chop
W
T Y°1 s
DRWG CNNAILSP1014
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restralnt f se
! lJ
.l
shall have bracing Installed per BCSI sections 113, B7 or BIG, as applicable. Apply plates to ead"pr r
of truss and position as shorn above and on the Joint Details, unless noted otherwise. .•„
®° ,(,"• Lr
a ,`.V
d
PI
Refer to drawings 1f IT For standard pints positions.
Alpine, n division of ITV Components Group Inc. shall not responsible for any devlatio
%
4kwwre a°aa
AN ITW COMPANY
build SI
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin
Installation tC bracing of trusses.
///qa g,
1\514\Earth\City\Expressway
1111 Suite\ 242
A sent on tlds drawing or rover page ltsrig this drawl g, Indkates acceptance of professional
ergineerinresponskrXitysole lithe desk shown. The Winer per and usedraw k,g
fw any 1 f this
�( {
ip . �+ 7 Y Ai.
"�/29/2021
\\Earth\City,\MO\63045
For more Information see this ,Job's general notes page and these web sites,
ALPINE, www.a(pineltw.coml TPI, www.tptnst.orgl SBCA, www.sbclndustry.orgi ICG wwwlccsafe.org
Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
T'op 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.
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014.
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
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'.
2X4 4X4
12 3X4 Valle
12 Max, I Spacing
2X4 X4
Pitched Cut Square Cut Stubbed Valley Optional Hip
- 8-0-0 max Bottom Chord Bottom Chord End Detail Joint Detail
Valley b Vallev
4X4
20-0-0 (++) -!
Supporting trusses at 24' o,c, maximum spacing,
Q p.L��i�eaammtmtEm
r
No
NONE
MIMMERNME
Partial Framing
Plan
P'
AN ITW COMPANY
115141 Earihl City\ Expressway
11 Suite%242
11 Earth\ City,% MO\63045
..VAMMGI.. READ Amm Fw_LOV ALL NMS ON THIS MAVuua 3 s
..IMPMTANT.. FURNISH THIS IDIAVM M ALL CONTRACTIIRININS S CUMM THE TALLERS. a
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer Z. g
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) far f w
practices prior to performing these functions. Installers shall provide temporary bracing per SI.
Unless noted otherwise, top chord shall have properly attached structural sheathing and bott chordP
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint o rqq�
shall have bracing Installed per, BCSI sections B3, B7 or H10, as applicable. Apply plates to eachsn Ah'
of truss and position as shorn above and on the Joint Details, unless noted otherwise. �'
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation m
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnndUng, shipping,
Installation 6 brndng of trusses. �� listing this drawing, Indicates acceptance of
A seal on this drawing or cover p professional
engineering responsibility solely for the design Shawn. The suitability and use of this drawing
for any structure is the responsibility of the oft Resigner per ANSI/TPI 1 SecZ
H
For more Information see this Job's general notes page and these web sites.
ALPINE, www.alpineitw,comi TPIi www.tpinst.orgl SEM ww.,sbcindustry.orgl ICCj wwwlccsafe.org
U. rW1U m -
6 w
°
m
AT y° "°
a a? P1 m r
0w "l!
w` ® 't%
OA ®q * , a'�
®vwa o� ,�"
r
6B
$n1 1+1/29/2021
N
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 DETAIL
DATE O1/26/2018
DRWG VAL180160118
55
DUR,FAC,1.25/1.33
1.15
1.15
SPACING
24,0°
Valley Detail - ASCE 7-16; 30' Mean Height, 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,
WX 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,
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with lid 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',
All plates shown are Alpine Wave Plates, 4X4
2X4
3X4
12 Valle
12 MSpacing
2X4ax, X4
Pitched Cut Square Cut Stubbed Valley Optional Hip
8-0-0 max •+ Bottom Chord Bottom Chord End Detail Joint Detail
Valley Valley
4X4 Toe -nailed /
��j
o m n T u e
12 Max, t 2 o, ,
X3 ll S t
12
1X36-0-0 10 Max. ��� a 4
<Max Spacing) 2X4 QG��9
1X3 1X3 SQo �tt3hat1ahl°eetatrpdjid
`°°
Common Tf usses
20-0-0 (++) °•. f at 2 ` o,c, Partial Framing
Supporting trusses at 24' o,c, maximum spacing,.�`�� � °�' ep Plan
a
.wVAW7MM READ AM PTILLDv ALL NDTES ON niIS WAVINa ® Q. LL 30 30 40PSF REF VALLEY DETAIL
■KWMTANTIM FURNISH THIS DRAVM M ALL CRITRACTMS MCLUBrNG nK INSTALLERS
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing• Re ` a�d TC DL 20 15 7PSF DATE O1/26/2018
follow the latest edition of SCSI (Building Component Safety Information, by TPI and SHCA) f Se a'
practices prior to performing these functions. Installers shall provide temporary bracing BCSI.a r
Unless noted otherwise, top chord shall have properly attached structural sheathing and b tom c4?rd �w AR' {`� BC DL 10 10 10 PSF DRWG VALTN160118
shall have a properly attached rlgld ceiling. Locations shown for pernanent lateral restrain of bs ? P: T v
shall have bracing Installed per BCSI sections B3, H7 or HIO, as applicable. Apply plates to a%h eba s
of truss and position as shown above and on the Joint Details, unless noted otherwise. /. ,pe 8�y.'t' BC LL 0 0 0 PSF
PI Refer to drawings 160A-Z for standard plate positions.Ae
Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any devlatl aow 1 pe y
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnndling, shlppi 141� `�aarraaa'(`,ti,'`t TOT. LD, 6� 55 57PSF
AN ITW COMPANY Installation S bracing of trusses. y? yr
A seat on this drawing or cover page Usti g this dravI g, Indicates acceptance of professtonwl j°e ®tg /29/2021
11514\ Earth\ City\ Expressway engineering responsibility solely for the design shorn, The suitability and use of this drawing�d/ (JY�j t0'
IISuite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect. A" _ S6$8 DUR,FAC,1,25/1.33 1.15 1.15
15 Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites SPACING 24,0'
ALPINE www,alpineltw.comi TPIi www,tpinst.orgi SBCA, www.sbclndustry.orgb ICO wwvlccsafe.org
i • !
d VALLEY FRAMING & BRACING DETAIL
11imhPr Site and Grade Minumum Reauirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2 5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'.0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B,1=1.0, Kzt=1.0
Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ipples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gored between rows.
TYP)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(••) 816d face -nails
Rafter to sleeper or blocking
5 16d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
3 16d toe -nails
CRIPPLE, BRACING & BLOCKING NOTES N Cold(0.16ar mto5")C 416dtoe-nails
m NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long
nailed w/ 2 -10d (0.148'W") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of cripple with 10d 10.128"x3.0") nails at 6" o.c. ,r, 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 requirements.
Nails are common wire nails unless noted otherwise. •-
-WARtG14G w READ MID FBLLDW ALL taTES oN THIS pmwiW a
.-aHPWWT— FTRMSH THIS DRAWING TD ALL fYlRRACTTIRS DRL_TMr THE INSTALLERS+
Trusses requ<-e ext—e care N fabr4c.1kV h-.4 HppkV, InstalDnp —d b—.k,& , Refer tc
follow the latest adltlon of BCSI (RdidkV Compnponent Safety Information. by TPI and SBCA) for:"
bless es pri otherWftop these hord t ac?colons. Installers shall proAde temporary bradng per. V
properly attadwd structval sheatNng and botaw
shall have n properly nttadxd rtgld cAkV. Locntfons sham for permanent lateral restrahtyf
��f� rl� of t Iwve id pas Instas s per BCSabove
w Won the
J w• BIo, as urkesshl,:. Apply plates to vaQm
d O Illllt�\\VV111 of tress and iry k,, as shown above ctl on the Jdnt BIC, s, unless noted ptherwke. .�
Refer to drnwkW 16GA-Z for siordard plate posteons.
Alpine, a dWsbn of ITV Buading Conp—ts Croup Ix shall not be responsible for any devlat4
AWN ITWCOMPANY this drowhg, any faEure to build the truss In conformance dth ANSI/TPI 1, or for handlhg, shim
hstallntlon i brodng of trusses.
A seal on this droeing Q cover page Usthg this drawhg, Indcates acceptance of profes-kWAL
erpFcRYmp �rrrr�rlty snldy for the deslym shown The sittobAtty and usr of this drnwFmp
13389 Lakefront Drive fw• any i— is t}r rrspa�illty of the RL&dkg Daslprrr psr AI(SI/rPI 1 Sec2
Q38EadI.Ae nt DOve Fr more hfornotlon see this Jobs general notes page and these web sltes
N.PDEm m 1phwltw.coml TPIi www.tphskorgi SBM wwwsbdndustry.orgl = n 1ccsafearg
r%�
G S�
t (A) I (B) (.+
t No.70861 TC LL 20 30 40 54 REF VALLEY FRAMING
* TC DL 10 20 7 7 DATE 10/01/14
Ad
o• STATE BC DL 0 0 0 0 DRWG VACNV1801015
OF
��' BC LL 0 0 0 0
P.••��, i
TOT. LD.301 50 47 61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
39'-B" REFER TO ENSHINGLE R 0 0
PACK FOR
CONNECTION.
17'-4" 10'-0" 12'-4 6
CJS
yv� w w w u �� �I CJ3 �� HEEL4-3/1 2 ,_
CJ1A CJ1A PLUMB CU
55
V-4
D3G o 16 IF LT_i TI—Lyl
O 2.-0.
i'—
M Li n n w w w r I n D2 n uT r
U U LJ LJ w TYPICAL 7' SETBACK
yv) LJ w DI w Ld LJ L-I U CORNERSET LABELING
AND SPACING
CJl n ^ r< CJl
w w w�y4 w w
� CJ3 CJ3
a
CJ5 CJ5 Reviewed for Code
Compliance
AIaG Universal Engineering
amius Sciences
Al
Al
AB
A6
o A4
I
N
N A2
Al
Al
Al 00
I
o
Al (O
Do i COPY
DO
Al
Al
AlA
Al
Al
AI
�KV
Al
00
N Al
Al
Al AREA E%PHSED m WIN➢ Y 1 v • • 1r V • ,
A3
LtC-, eY9-(9 113-,
A5GE
ih
fl O Total Truss Quantity = 75
D
21'-4" 4'-4" 14'-0"
39'-B"
I
ATTENTION!
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT. Labeled End Mark
ESTE ES UN PLAN BE COLOCACION TRUSS, EST4 DISERA➢O PARA AYU➢AR EN LA INSTALACISN DE TRUSSES. LOS DIBUJOS Y ARDUITECTURAS BE INGENIERIA ➢E INGENIERIA SUPERAN ESTE DOCUMENTO.
�
rust De tNs y if wrie usel
Truss is on ¢¢Doge. YRa truss :uy rmt natd:
Insist (rnrc aDeratOr sets truss th's Roy.
NaiE
MILTI-PLY GIRD: CWefftttIX
NQR.
p0 Nm PUT OR ALTER TRUSSES VITHWT CONSENT Di'ra$ I1 TFrICE CK BA
NOTE
ALL BEARING WALLS MUST HE ADEQUATELY DESIGNED 1D CARRT THE LOAMR
ALL RIES WILL HE FASTEND TOGETHER (BRTS, NAILS, AND OR SCREWS)
TOR TO INSTALATION Ma BEFORE ANY LOA05 ARE APPLIED PER THE
CHARGES WILL NOT BE ACCEPTE➢ VITImuI PRO. WRITTEN APPROVAL BY GI
SERVICE DEPARTMENT AT CARPENTER CONTRACTORS OF AMERICA, INC.
IMPOSED BY THE TRUSS OR TRUSSES, AND MUST HE INPLACE AND IN SERVI
SUPPLIED ENGINEERING SHEETS.
BTT-293-9ABT
BEFORE THE TRUSSES ARE SET IN ORDER TO AVOIp REPAIRS.
NO—N➢TA.
NOTA
C(pIEKIGN BE VISAMmTIPLES
NO CDRTE NI ALTERE LDS TRUSSES SIN EL CONSENTIMIENm BE ESTA OFICIN
T�➢AS LAS PAREDES DE RD➢AMIENTO ➢EHEN SER DISERADAS A➢ECUA➢AMENTE
T®AS LAS CAPAS SER4N RAPIDAS JUNTAS (TDRNtLLDS, —as Y TIRNILLDS
ANTES DE La INSTALA[ION Y ANTES DE APLICAR NALOUIER [ARGA POI¢ LAS
NO sE ACEPTARAN CARGOS ANTERIrttES SIN APROBACIaN PREVIA PIHt ESCRITO
E NUESTRa ➢EPARTAMENTO OE SERV[C10 IN CARPENTER CONTRACTORS IN'
RA LLEVAR LAS GRGAS 2MPUESTAS PER LOS TRUSS O TRUSSES. Y DEHEN
ESTAR EN WGAR T EN SERVICIO ANTES DE 0UE US TRUSSES SE CONFIG
General Notes
1) AB parallel chord trusses, flat trusses and flat
girders have the top chord partially painted green
to be installed green side up.
2) All hangers to be Simpson HU526 unless otherwise
noted.
3) All truss spacing is 24' O.C. unless otherwise
noted.
4) Per Truss Plate Institute BCSI-B1 recommendation
permanent X-bracing should be placed at a
maximum spacing 15' O.C. across the span, to
be repeated at a maximum of 20' between each
X-brace throughout the structure.
Please refer to BCSI-81 for any addtianal hradng
details.
ROOF LOADING SCHEDULE
TCLL = 20 PSF
BCDLL = " PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25
WIND SPD/TYPE= 160
ENCLOSED
BLDG EXPOSURE = C
USAGE =RESIDENTIAL CAT II
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Tmss member design & comeclorplatcs
a]e desired for ASCE 7-16 and maximum
forces firm both components and claddings
and main wind force resisting systems.
• These trusses Lave been reviewed to tarty m
edditiona110#'psfnon-co cmreN bottom chord live
load.
FLOOR LOADING SCHEDUL
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLIFTS
ARE SHOWN ON ENGINEERING
WALL KEY
OB'-8"
® 0
LOAD DESCRIPTION INIT. DATE
2m BASE RVM /e/19
Rr(W BASE LON➢ W(T T/B/20
RI01 BASE tl/11/20
RI01 BASE La40 HMi 3/ID/21 NNT
LOADQ DESCRIPTION INF. DATE
02r
HLOLREDLINES R.
B/6/19
02P
REIABEL PROJECT
7/e/20
02G
L[A/REV LABELS JTH
11/11/20
02G
REV TRUSS LABELS (Pfr
3/I5/21
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. N.W.
HINTER HAVEN FLORIDA 33880
PHONE: (800) 959-8606
FAX: (863) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECT CREEK5IDE
MODEL 1828/CALL/4DHH
CCA PROJ/MODEL/ALT
7A5/ 320/182ED,F/ 02
ALT DESQARGE HVING R0064 N(10 XB COV L4NAI
OTC
%LOT 100 BLOCK
DESIGNER
PAGE
RFS
�I
L
DATE
3 31 17
LAN�3345O4L
SCALE
"=1'