HomeMy WebLinkAboutTrussF1f'e COPY
Total Truss Quantity = 73
REFER TO
PACK FOR
CMNECUON.
Q
TYPICAL 7' SETBA
CORNERSET LABEL
AND SPACING
g_ 5.+ d V- cT .�
�t hLt&-e� Ave,-�--I
ILL " L '0 y" A l? 3 e S-
1i iPL O`l,
NOrEi
MULTI -PLY GDU)ER CONNECTIDN
ALL PLIES SHALL BE FASTEND TOGETHER G LTS, NAILS, AND OR SCREWS)
aJ
PRIOR TO INSTALATIN AND BEFORE ANY LOADS ARE APPLIEIL PER THE
G
a) T
SUPPLIED ENGINEERING SHEETS
'G
�t0 O
TFj
ED
Cam"'
NOT CUT OR ALTER TRUSSES VM413UT CONSENT ff THIS OFFICE BACK
lJ
ONARGES VILL NOT BE ACCEPTED VITHIUT PRIOR VRITTEN APPROVAL BY OUR
p
p ty
SERVICE DEPARTMENT AT CARPENTER CONTRACTORS LF AIERICA, INC.
y
U
877-293-9487
y,
y
NOTE
:ecU)
ALL BEARING WALLS Ml1Si BE NDESIGNED TO CARRY THE LOADS
N
BEFORE BY THE TRUSS OR TRUSSESSSES,, AND AND MUST HE BNPLACE AND IN SERVI
BEFORE THE TRUSSES ARE SET IN FFOFR TO AV® REPAIRS.
o�
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
General Notes
1) N patdd dwd tatmem, fiat tad fiat
Id.- haw the top toad pmg* pdM 7w
2) I—hto gogaat M" Fun MI0 adt®n.
otln�w
3) Al tnm spadng h 24' OA adr &AvW
tnhd.
4) Per Ttt® Rah s Mau BCS-01 teeataom*11-
pa .W,t X-hu* draw It. pl w d a
matintan sparing IV O.C. aaaee the epm, ba
be tttpcI at a —Im— of 2O• bob m tract
X-bta. thttxtpltaR ut. ebucbm
Remo tt(er m BL9-B1 for my aNrdaad btariq
ROOF LOADING SCHEDULE
TCLLLLL = 20 PSF
OR
= 'SF P
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE= 18O
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FHC 2020
TPI 2014
Tmss member des; &connector plates
me dcsi cd far ASC�7-10 and maximum
forces from both components and claddings
twisting
and main wind fame systartc
• These tmsses have been ed to easy an
additional ]OYpsfaanao anent bottom chum live
load.
FLOOR LOADING SCHEDU
TCLL = PSF
TCDL = PSF
BCDL PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL REACTIONS AND UPLIFTS
ARE SHOWN ON ENGINEERING
WALL KEY
® 0
LA DESCPoPrim 1Nrr. DATE
tta — t a ants t�tau
m X-M pm Vaa a M a avmM
m a Vw t for twviu
tm Mn aaa o aMt ninM
m Im .OIMI pat IGV W= a EMM
�R N. pl)I K»Lltaa a[>0 JM 1/IeM
M airOm �RAIl1e/IQ ii it/!8/D
M MliaO IIIV. NR®, lIR �
LOAD% DESCRIMOR NIT. DATE
m
sss ta+t
worm
m
ntn. uaue .tat
ttrwn
tm
tannc. teatmx tar
any
am
WW ame aatm ttw
noels
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. N. V.
WINTER HAVEN FL13RIDA 33880
PHOND (800) 959-8806
FAX, (863) 294-2488
BUILDER D.R. HORTON STATESIDE
PROJECT
MODEL 1872/ARIA/4EAB t
CCA PROJ/MODEL ALT
7A5/ 32O/187EC
ALT DESC
OTC 3424 TMNITY CIR
LOT 28 BLOCK
DESIGNER
RFS
[PAGE
DATE
3 217
LNN333978R14
SC A
"=1'
REFER
1b
P.C. F%IXi
CONNECTION.
0
I
i�
TYPIICCAL—L 77'' SETBA
CORNERSET LABEI
AND SPACING
NOTE
NILTI-PLY M D)ER CONNECTION.
ALL PLIES SHALL BE FASTEND TOGETHER ®OLTS, NAILS, AND DR SCREWS)
PRIER TO INSTALATBN AND BEFORE ANY DADS ARE APPLIEA PER THE
SIPPLIED ENGDEERING SHEETS
NOTE -
Do NOT CUT OR ALTER TRUSSES WITHOUT CONSENT ff THIS OFFICEE, BACK
CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY OUR
SERVICE DEPARTMENT AT CARPENTER caNTRACIORS DF AMERICA. DRC
877-293-9487
NOTE,
ALL BEARM WALLS MUST BE ADEGUATELY DESIGNED TO CARRY THE LOADS
(POSED BY THE TRUSS OR TRUSSES, MID MOST BE OPLACE AND IN Sl]2V!
BEFORE THE TRUSSES ARE SET IN ORDER TO AVOID REPAIRS
Labeled End Mark
Total Truss Quantity = 73
c
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURAL SUPERCEDE THIS DOCUMENT.
F
General Notes
—11
1) N paoMJ alas tmao, flat UMM ad Oat
9r� !lore Ne mp dead pwb* P-ded 9M
to be :tided yxn do up.
2) ASIiageis to6a Snpeoa M1S16 urim othow i e
natal.
3) AI ttuas voerq is 24' O.G uNen a8levee
noted
4) Pa This Picte Ye saute WS-81 meomm ldaboo
em pmmt X boodiq *0*1 he 0= at a
movmn P=ig 15' O.G oc= the igay to
be repeamd at a mm6ow of 20' helreei arch
x-trope a.agiaut the etmebra
Pteoz lda m BCShB1 far ary a665ad !racing
ddalL
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL = 7 PSF
BCU- = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE= 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT 11
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA-
FBC 2020
TPI 2014
Tmss member deli &wnrectorp]ates
are dest'rnedfor ASl 7-18 andma�uu
tomes from both wmponemts and claddings
and maio wind force resisting systems
• These Ui—have been s�ieaed to rdny an
additiaml EON psf mttcooc _. bosom M live
load
FLOOR LOADING SCHEDULE
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLJFTS
ARE SHOWN ON ENGINEERING
WALL KEY
0 B'-8-
® 0
DESCRIPTION NO. DATE
sera on lcv .m rw a�ma
ro w<yrw ry vnn • va nr nnenr
vam mass vwan rsusas � wanc
rm rwl rat ore rw anvu
rm � a/MI (R IN VM ■ MM
lit N. N I®lnrL ® AI 1rlYnr
m lD rss rrnalo
na msrr0 �EL1>O V/rc rrz 9reLD
a� MlaO piV. fiaRQ Uhl a� OIIW
LOAD] DESCMPTON INIT. DATE
n�
w cra
- vtva
l�
tw.lcns Jsl
vans
le•
m� sn¢r salt
�nmm
a,®
lcv � m rur
onus
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G N. W.
WINTER HAVEN FL13RIDA 33880
PHONE'
(BOO' 959-8806
FAX- (863) 294-2488
BUILDER D.R. NORTON ST==E
PROJECT CRE 2ME
MODEL 1672/ARIA/4EAB/"-
CCA PROJ/MODEL/ALT
7A5/ 320/167EC/
ALT DESC
OTC
LOT 28 /- BLOCK
DESIGNER
PAGE
RFS
1
DATE
3 29 17
IN
SCALE
1A4 "=1'
s
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
D.R. HORTON/STATEWIDE
LA5/320 CREEKS IDE
167EC � LIB
f �
Lot: I Z 8— --�
Address:
JobNumber: N333978._
Unit:
Revision Date: New Load #: �RJ01____
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
Al� 'NE
March 13,10.19 AN rTW Comw
Mr. Bob: Michaelis;
Carp6fit0r'C0.htrActd of America„ J n*c..
,$90P Avenue e G, Northwest
WititEir WfVen,,.-FL .33.860-620.1
Re: Alternativ&Ihstillation,§-. for 6 single pl� carried truss with a widthwidt
h, h,and
.less than the ' . .
wood ..blobking..I:Qachieve full design load'Vallue.-for f0d&-mouhtodhangerattaci: one . ply
hm6rit "'on. -a o
supporting girder (Reference Mail WMM2)..
Dear Bob,:
:For a 6ifigib Ply carried truss with a width le'st than the hanger. W-idth -yod'can i stal :a. prefabricated jack..
scab.truss: for woodfiller bl6cki . g�: The chord sizes-:-c ord..grqOos, and Al Pii i -b hnbctorph a at6( . s) , to.
T. ..h , . . rfe� 6
pi prefabricated s ry:W.111 h4v6 a. minimum
be-`the`.sarnea�thjasiftg.e: y- carried truss. The Pr&fabN ' JO*ck: ddbArU�;:§
length of 481' and will havea. minimumpit6.h. o..f,5/12
The single ply carried1.cus
shall ba v0.9 reaction of
3 506# or less. Attachprefabricated.jac'
k:scab.truss.with: two 2)toWs00.128'X3.0"'Gun Nails U"
-- - -, -... pee.rbW,-stagqer6d 1" (See Figure I elbW).PI6as'-.r&f&,tb-th Simpson Strong-Tie
Catalog --
201.91. ipgo 216iIggre:3 for more information; - -
FigUr*1
Fora single- ply:, Me'rAhatreqUire's wood blocking to,achi *eye -�'U[ design load Value forface-mounted
.
hangers:attach: one wood- block to 'the back face ofthe. s'in.gip- ply girder with the: same size:an
grade. .a8the bottom.- chordof the single Ply girder. The. - WO 6d:blodk length Q be such thatithe -W6bd
blocking: ' .-extends to each � adjaceint�'pahol Points * (*6bt.afid boAorn chord intersections):. Mach wood
c of per row,. 3.0" appliedto.the
block rows
6760'Forurn Drive Sqitq 905, Orlando; F . L 312821 , (800)'621-97
00-.(863:422-8685
-.www.al*pi*nkw:corn
ALPINE
ANawcomm
single p �x3. ` Gun at:each; Panel . P.PI . rit I applied ply ?Q)0,1.28' 10led to'the.
Wood blockfade ($6e Figuret.? ..Pleasd
- more. information.
. ftftnatioh. refefto the Sirnp.�db.Stfohg-Tie:C-ata'lbg C-C.'201*gj
pade 216,. FiodroTfor .
11#.W&Z'
. ......... .. ... ......... .. ... ...... ..... ... ...... ..............
The mpplibatiofi of- ptdfabriidated jack scab ttu',§s for Wood fille-rblock1h g *:or :blocking wood �.Jockpg to achieve fUll,
design load value for face -mounted hangers. Must be :approved by thehardware manufacburer.-
All edge -and end distances, andtP.Aciholbf-all nail connections must; be SU . fficienttopeeVbht.8plittihg of
wood.
If I can.be of any further assistance,.or if you have any.questions, please7give me a cal . I
z:o-VA
Williarn H. Krick-.FOJE.
Chief Engiheer
.Alpine -an- 1[ Company
-
Engineering .PoWment.
Odandoi FIL
6750*F6"r'u'm'-Drive: Suite '305-,:O"riand6..FL.32821 - (80Q) '.521-9790 - (863) 422-8685
ww..W-jal,pi hiplit"w.corh
. .
v
ALPINE
AljrWCOM?ANY
April 26,2019-
Mr. Bob Michaelis.
Carpe6ter Cofitradtors of America, Inc.
9 6.0 Avenue �3-;
1,Northwest
-Wiritet Hav6n, FL
L 33860.6201:
Dear. Bob,.
.R6'- Stroin'0158bk bridgitig. on fb6f trusset-
I understand -there is-soi-tid-cohd6m over oOr'tecdfnmendati6ns f6r:strohgback- bridging on ibofArut'ses,
'Siro*Ack- bridging p...requireMent Q.f.:ANSkTPI 2014 n i mentofthe
.1ging for roof trusses is npt.� noris i. a re uke q
Building Component -Safety' Information- .(BCS1), But strongback bddgihg -brY roof- :trusses K
--repa,m6endect, by Ca pehter 6irca' -Stf.6hgba'c'k bridgingPN-P .-t. § , 0 following two.
functions:'
One, bridging aligns the Bottom chords pftqr they: are. set iso they are uniform along the ceiling
line And h6log'with"'-.c'e.ili*'ng-'serviceability
'
Twoibridging reduceti6l*�itivdd6fle.cti'ion .6fadjacent Ar'uss6s,:
StrongbackbOdging".do6s: riot: pr&Vent-or reduce -overall indiVidual deflection, especially -any roof trusses,
ng prqj n 1W inch. a I . ... ....... _ .. ....... ............ ... .......
Sirongback- bridging in roof. trusses does not serve as terhObra*ry:.oe peii-m'anldh.t..b,ra.cihg.l.pr)d is, not.
intercied to j e -between trusses. Opri.8equent.1y, -no de !do load have:
. dh§tnb*Ut'e'. or design loads; trusses. .. . . . . _ s $
been accounted forWith this. detail and (�ohtiftbds- str6hgback'bHdgihg sho'Lild'hotb6 -.Attached between
common and girder 'trusses. The. use :of strongback bridging shall not. `interfere with other, design
specifiedconsiderations :bk- (he Enghob�r'.of Record or the. Building, Designer.
The outer *ends of1he 'Stroogoack briidgirigshall beatt9chedjo a, wall -or another -secure end. restraint; .or
a.s.specified:.Py th6 Engineer r of Record 6r'.thd Buildinq.besigner.
-Stronig'back- bridging shall. be a. minimum :of 24 horhihW lumber. oriented -W.fth the d-e0th vOtticaf: Attach
with (8) 1:8d :common nails .(0JU�x3*51 nails at% each intersecting tfiemb&. 'When extending the
of two trusses, -atiop: of. bridging.
strdngbatk bridging overlap by at. a.mini w The :location the.- strongback
maybe Designer: Please refe rto-
a . be specified:by'. the. Truss lvi6nidfactuter, E-hdihe&r* 6f * R66ord,. or Building De* i' ner:
bC'SI "St I rong . back . 1 - ng'Provi - �ions ." or to Alpine-, MOR-Oki*.04 deidli for more. information. The'.
he. graphic
e_A) is for iJu
shoWfi,(FigUr' for; generic:illustrative purpose only.
6750 176rum Drive:8uite 305, QrlMdo, FL 32821; - (800).521-0790.- (863):422-8685
ALPINE
Figure. -I.
'If I: can b6 of any further Assistance orTypu"have.arty questions; please; give. me a call.
Willi6m.H.Krick RE
Chief Engineer
Alpine an I . TW.:Cp Company
Enginqerif!g -Department
-()el6n.d-qj FLV82.1.
Forum Drive Sulte.365, Grlan'dd; FL 3282.1 (800)521'-9.790,- (863)422=8685*
wwWA pin , h * - Aw
.e.1 ....com
S. . TRON .. GBACK I :B . R .. IDG . I . NG RECDOENDATIONS
BUTT t*TRONaBACK
lo- All scab -.on blocks shalli b.e::cx rq1n1mum_2x4
'stress
:BRIDdNa TOGETHER
araded :lumber;'
P-All. -str9ngback bridging .and bracing shalt .be :'.a
mirilmum 2x6 'stress' 6[e-61' tu''Id g!,q. M. er..
.41
e purpose, of strondback �bricl6lha..Is: t 0
ATTACH SCAB WITH 10d:BDX4GUN
develop sharing 1*tween-'1n-cINId*L*fbA t rysses..:
41 N6 .(0,IP9'x3-0'). Wa IN'-. ROWS. -All
9
"SCAB .61 D.C.
.11. . . .. .
r esu an ' ov 6raLL Incr&a!EKe' In-th
N13Y,Ei -.'IN LIEU. OF- SPLICING AT'SHOWN,
'STRUNGBACK-1RIDGING
nessr.:oP t floor.
�e.' terrii
obr Sys .2xG
LAP* MEMBERS-
FOk:AT*'LEAST 13NE.TRU=:,SP
stnongloack. bj4dginM pokltlohdcl. dt. -.-shib.W.h In
'
.ACING
STREINGBACK BRIDGING SPLICE DETAIL
Cletalls, is recommended at 10' =01'.o.c. (movx;)
.NDITEf DetalLs J. and .2.arO'the ;pY efqrred dt+ac:k n me t Methods.
-U RIng- 40 racing:are'someilmes
ATTACH T
'WU:W/ (3) IQd-,cOHMON
:(0X48'i(3')- 2.
Hstakenly: usecl:Interchangeably. ' `1radlhb.' Is. an
i'mpgr-t�n't' :structurat k,�equlrement-.bf f 166k
NAILs,oR
(010d Bax/GUN
2V. X3.D'),.. NAILS
.4n*y
or roof -5y.s.tem. RePer io- -ihi*4: Truss. De8igh
' ulr
Zrqving . T D) f r4, 'the.,bracInb req Y&Ivents 'for
each In .41. .truss compone
i-
nt. ';BrIcI'g6ng?.
particutaHy- `strongbq�k-';b.r1c1g1ng a:
rec(5mm,L-hda:tIdh- for 'a tru$5 system to help
contr..' l o . vibria In: additiob: to aidirig in the:
distrbutIon of point toads 1peit*eetti adjacent
.
:truss, strongbac k lo,rldging servesto: reduce
RONGBAVX BRIDGING. ,
ACI G'REQUIREKENTS
to IV
None' re utred
io, EV
I rov; (it carter V
20'to.'
2,rm. Q 4A n 'M s)
Over 40r.
`R rags aCtC or:
bounce. Or residual vibrati.on resul-ting: from
mpying point lbqd��j:5uch as footsteps.
The Performance of all fi.por sare
enhanced''by. the. Inttaltatlb.h ofy.=
brlclgln� and therefore :Is. strongly, recommended
by Alpine,
1 For additional InFoj.,matIb*tj regqy'�cIlOg -s7troqqback
1?rldglng, ref 6i� t-6 -'.13CS*j (Building. Component
Safety Information).
ATTACH S
s
P.
NATIVES W.
7
�_.
�
KVM
PSF
ifdbrne ju for
F� "ZotyS
I N6.70861.
TA DL RSF
IS:
Iwo Pt t ON
rd other i1i'lo:W
V
:
AC M PSF-
.10 TiL.
w F,
PV -
D. PSF
$qR C#AW d-.kQ
FACE. L00,
%
4PACING.
TO BUTT04
STRON6'1!Atk
w -M
shoo
owt-MZ9
cf,tr%qs:�ww-
ANnwmm*w
k1w6k
13723 JiNi*rt DM
SU119 200
Mary'law Hllqhli, Mg 1300
w
'A
--p M: �ilbmrgo ml;
REIC-10MM". �Er`-'NDED :Sr"'JF10-RI N,- G, D.E.' I
----------
. ..... .........
IF' P'A4CZT'.t;
THAN"U000 6MW. TO BE.
. 0-4'
TUN MAIERIAL.-
1) ov
M05.8 AND.:
jl�L NO L-AErqp,:
to
TO�W 01 IPLIC 4.0 all'. . At
11 117,
"I
HEAM
AXA -OF
-RUS-SE R
:77777
CLE A44'. SPAN•
PLT,
Ixp..*i� AL
_07ETM
vo -
LP
Rvv�, n., e
:UAW fitf. w
Mu
f
Cracked or Broken
This drawing specifies repairs for a truss with broken chard
or web member,
This design Is valid onlyy for single ply trusses with 2x4 or
2x6 broken members. No more than one break per chord panel
and no more than two breaks per truss are allowed.
Contact the truss manufacturer for any repairs that do not
comply with this .detail.
(B) = Damaged area, 12' max length of damaged section
(L) = Minimum nailing dlstance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Applyy one scab .per face.
Minimum side member tength(s) = (2)(U + (B)
Scab member length (S) must be within the broken panel. E'
Nall Into 2x4 members using two (2) rows at 4' o.c., rows etaggerecl.
Nall Into 2x6 members using three (3) rows. at 4' o,c., rows NmggerPd.
Nail using 10d box or gun nails (0.12B'x3', min) Into eas:h side members
The maximum permitted lumber rade for -use with this
detail Is limited to Visual grade #1 'and MSR grade 1650f.
This repair detail may be used for broken connector plate, at
mid -panel splices.
This repair detail moy not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie -In loads,
1A
L No. .40 11 1111W L
4' o c
Typical
+ 0 + 0 + 0 + 0
0 + 0 + o + 0 + 14
Stagger
+ = Back Face 10d Box (0.128' x 31, min) Nails,
o = Front Face 2x4 Member - Doule Raw S-taggerf
2x6 Member - Tripe Row Stagoere
Nail Spacing Detail
Member, Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force
Memberi
Size
L
SPF-C I
HF
DF-L
SYP
Web Only '
2x4
12'
620#
635#
730#
8004
Web Only !
2x4
18,
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975#
1055#
1495#
1745#
Web or Chord
2x6
1465#
15854
2245#
2620#
Web or Chord
2x4
30'
1910#
1960#
2315#
2555#
Web or Chord
2x6
2230#
23650
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web or Chord
2x6
1 3535#
3635#
4295#
474,5#
Web or Chord
2x4
42 ,
2975#
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
5225#
5725#
Web or Chord
2x4
1
3460#
3540#
4070#
4445#
Web or Ckord
2x6
5165#
5280#
6095#
6660#
Hlnlnum 1 L
L ]1lrtanee
Hlnh+un
L Dktnnce
e
..1 ORTNarwoFMASH THIS RAVDDIG TOND VAALLL WRACSON i RRSS IITMMIMIINa 1MVIK IHST&LERS. REF MEMBER REPAIR
Trusses rrequire swtrene cart In fabrleatina, ham&kv, SMpph�, Incto.111 and braelno. Refer to and DATE 10/01/14
ratios the latwst edition of 1Cs1 OuRdly Corpanent Safwty In oration, by TPl slid S8CA1 for safety
proetkes prkr to performing these functions. Installers shall provid. tenporory� sx Qper 30SL
iewns noted othereiee, top chord shall Neva properly attached structural sheatewmO bit bottom chord DRWG REPCHRD1014
,. shall have a properly atiac}sed,�{�W erlii,,� Locations shown for permanent lateral restraint of webs
f� �� chit have bradnq Instaued par SCSI 'rectkne 33, 17 or 33q, as appoeablt APp1Y plates to each face
Q 11 I L_J�� of truss and position as shown above and on the Jalnt letags, unties note4d -ot rtw2x`
Refer to drawftii 160A-2 far standard plot. poiitl.n.,
Alpine, a dl,blon of ITV luldh Components Oroup Inc, shall not bq rrMponsible for o deviation tram
AN InN �MPANY this drosfng, any fallurs to buhPtfx truss M con WrAnce with MIS 1, ar for hand�q, AMPPIV, '
hstollatlon L • acing of trusses p ,
A f■ol'on trdr dnwtaq x eover poppee 11atNq ihle dra■lq. avlcates occePtann of prOf.s,dond
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Ea,IhoBy,M003045 Fer Wars Infornatkn ser thin ,Johns general notes papt ahm ihese web rlteci SPACING 24.0' MAX
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are
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ails
i,e
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airs
sleeperi;.'
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NOTEf
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wwmma• -w-6 tm,
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o
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fa hDd Rl' tee"
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ce c"4.,.. pw Axwo =*ts of.
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ru, wlw -we.
ft4qnAAft*Of Ir. Pw. Adum.
-.sur,44.4 .0t �oqvn
Face -Mount Hangers - I -Joists, Glulam and SCL
..................................................
....... ......................................................................................................................_.._........_.............................................................___ .. __.................._ _.................................................................... _ I
•la These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
ELI
11a
Ou
Actual
Jo1sf .
Size ,<, -
(m)..
M01e1
Not
Carried 'I
Member
Dimensions
"" ° (m: )
inf
Hlax
Fasteners r�
(1n)
Alloiwahle Loads-,
Code
Ref.
`
0
EB
Web
o Stiff
Regd'
W
H ,°
B
Face
Joist
. . DFISP ,
Species Header
= SPF/HF
s Species Heade ."
Uplift
(160)
Floor
(100)
Snow'
-,(115)
Roof .
(125)
Floor
._(100)
Snow
(115)1(125)
I Roof
IUS2.56/16
• -
25/8
16
2
Min.
(14) 0.148 x 3
- .
70
1,660
1,805
i,805
1,425
1,5,H
1:555
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805
' 555
1,555
1.555
21/2 x 16
MIU2.56/16
-
2s/6
157/6
21/z
-
(24) 0.162 x 31/z
(2) 0.148 x 11/z
230
3,455
3,920
4.04512,970
3,370
3,480
U314
✓
2s/6
101/2
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11h"
970
1,945
2,205
2,375
1,675
1,895
12,045
HU316 / HUC316
✓
2s/6
141A
21/2
-
(20) 0.162 x 31/2
(8) 0.148 x 11/z
1,515
2,975
3,360
3,610
2,565
2,895
13,110
IBC,
`
MIU2.56/18
�
2N6
17Yk
21h
: -
, (26),0162 x3'/z
/z (2) 0.148 x 1'
230
3,745
4 045
4 045
.3,220
3,480;3,480
LA
21/2 x78
HU316 /'HUC316
✓t
129/6
� 141/a',
2'Iz
. =<`
-" (20) 0.162 x 31h". ,
, (8} o.148 x,11W,
1515"
2,975
3', 0
3,610„2;565,'
2,895,3,110
21h x 20
M11.12.56/20
=
2s/6
197/16
21/2
-
(28) 0.162 x 31/z
(2) 0.148 x 11/z
230
4,030
4,060
4,060
3,465
3,495
3,495
21Ax 22
to 26
MIU2.56/20
" ✓'
2s/,6
19"%6.
21h`
"-
(28) 0162X 3'/z,
(2) o 148 x 1 Yz. [
23O=
.4,030
4,060d
4;060
t
3,465
3,495,
3,495
29/,6 x 91/4
to 26
2s/6' wide joists use the same hangers as 21/2" wide joists and have the same bads.
'.1003.12/5_
`''
-
3
), 9Ya'.
212/
{16):o7j X,3'1h
(2)O148X.11h 1
23O'
2305
2,615
2;820.198D
2,2451.2,425`
-;3x9'h
,1,11.1210-2./HUC2102 '
W ✓
-3iA
` VY16`..
2%
Mu.
(18)_0162-"XTh
(10),'O.,1480`s
_,7;5
2,680
3;02Q
3,250.
2,305.2,60512,800:IBC,
MIU3.12/11
-
31/8
111/8
21h'
-
(20) 0.162 x 31/2
(2) 0.148 x 11/z
230
2,880
3,135
3,135
2,475
2,695
12,695
FL,
3 x 117/8
HU212=2-1NLn212!2
• ✓
31/8
10s/6
2'ii
Max.
(22), OA 62-x 3 'A
(10)0.148x3
1,795
3,275
3,695
3-1'9702;820'
3,180-I3,425
LA
H1.13.25/12IHUC3.25/12-
•
=
3�/a
71?la:
2'h
7--
x 31/2 "
'(12) 0.148 x 3
1,75
3,570
4,030'
4,335
(3 075
3;470
`.3,735
V
HU3 25I1fi
HUC32516 , , ` ,'.
3'/a
. 131Ms
21h;
-Min
(20) 0162 X,31I2
(8) 0748 X 3,
1, 1,5
2,975,3
360,
3,610
2 560
2,890
3105=
• ,
Max
1 s"
(26y� _. x 3 /z
(12)13.148 x3 :
3'� 870
4,365':
,4 605
3,330
3�55
4;040;
-
31/e glulam�
HUCC210 2 SDS
•
, 3�Ya
� 9
3 `
=
-{12)1/a" x 2 "SDS
{6)1la'x21/z'SDS'
2,a`:u
4, is
- 315
4,31�
�;�' 00
� 3,710
� u;710
FL
ti
HGUS3:25/10 .
31/
"" 85/�'
4"
-
(46) 0.162x311
(76) 0:162 x 31h
4,095
'9,100,
'9,100
9,100`
-7,825
7,825
%825
IBC,
,
-HGUS3:25/12
lgsl$-.
4`
=
"(56) 0162x 3%z�'
(2b)-6762x 31/Z- :
5,044
9,400;
9,400
9,400;
8 D85
8,08
18,085'
FL
LGU3.25-SDS
-;
8
8 to`30
41h
-
(16)1/4"z 2 "SDS
(12)1/<' X-2yh" SDS;
5,555
6,7;20
7: 1
} 7 31'v;"4;840
5;265
j 5,265'
HHUS46
•
-
3%
51/s.
3
-
(14) 0.162 x 31/2
(6) 0.162 x 31/2
1,320
2,785
3,155
3,405
2,395
2,715
12,930
31/2 x 51/4
HGUS46 .
-
35/e
47A
4
-
(20) 0.162 x 31h
(8) 0.162 x 31/z
2,155
4,360
4,885
5,230
3,750
4,200
4,500
HUS48 n
•,
-,
,3 i6.
`=' 61 s "
2
-
(6) 016TV 1h ;
{6) 0:162�i�3'/z ''
1 2C ,
9,595°
1 815t
1960,
1;365
1,555
1,680
31h x 71/4 ,'
HHUS48 '
L 3a/a
71/e; . "
, 3,
-
- 22 0.162 x 3?IZ" •.
O
' 8 0.162 x 3'/z >
t)
.,.r � e
4;210
4,770+
f 5140.18
615
4,095,
i 4,415
HGUS48',
•. •
`° -
'35/8
. 71/6
4,
;.,-.
(36jD.162x�31h'.
P.(12)9162,x3'h
3,235
7�460
7,460"7,460
6415
6.46,415
IUS3.56/9.5
•. -
3-1/8
91/2
2
-
(10)0.148x3
-
70
1,185
1,345
1,455
1,020
1,160
1,250
MIU3.56/9
• •
-
3s/6
81%
21h
-
(16) 0.162 x 31/z
(2) 0.148 x 1 Yz
210
2,305
2,615
2,820
1,980
2,245
2,425
U410
✓
39/16
83/8
2
-
(14) 0.162 x 31/2
(6) 0.148 x 3
970
2,015
2,285
2,465
i 1,735
1,965
2,120
HUS410
-
3%,
815/6
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615
1,820
2,070
2,240
HHUS410
-
35/8
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/z
3,565
5,635
6,380
6,445
4,845
5,486
5,545
31h x 91/z
HU410/HUC410'
.✓
s
3 /6
s
8 /a
2 /z
-
,
(36) 0.162 x 3 /z
,
(12) 0.162 x 3 h
3,2' ..
3
7,460
7,460
7,460
16,415
6,415
5
6.41„
HUCC410-SDS
-
3s/6
9
3
-
(12)114" x 21/z" SDS
(6)1/4" x 21/2" SDS
2,265
4,500
4,500
4,500
3,240
3,240
3,240
HGUS410
-
35/a
9'/6
4
-
(46) 0.162 x 31/2
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
j 7,825
7,825
7,825
IBC,
LGU3.63-SDS
•
-
3%
8 to 30
41/2
-
(16)1/4" x 21/2" SDS
(12)1/4" x 21/z" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
MGU3.63-SDS
-
3%
9'/4 to 30
4'/z
-
(24)'/4" x 2'/z" SDS
(16)114" x 21/z" SDS
7,260
9,450
9,450
9,450
6,805
6,805
6,805
IUS3,56/11.88
��
°3%
11>/s-_
2
"-
02}0148X3'.°-
-
TO
"1,420
1,615'j1,745.�1;2201,3901•1;485'
MIU3.56 1 """`
=
3%
11'le',
.21/z
-"
:.(20) 0162,01/z':
(2) O'1.48 x"1.1%z:
210°
2,880
3,1351:3,135
2,475121695;2,695'
U414
✓":
`"39he,
40 -:
2
: = -
.{16);0.162�t 31h{
"{6) 0 148 x 3 , , `
, 9 7 0 "
2;305`'2,615
; 2,820"��
1980:
'2',245'J
2,425.
HHUS410;:
=
'35%
9".;
3,
-
(30)-0,16"2`x 31/
{10);O 162 X 31/2;,.3,5±
5
5;635
6,380
h;445
4;845
5,486
5,o4a,
HUS4i2'.,' °
• �.
=:.-3i6[
10'h,",
2
=j-;(10)-0162it3'h.,,
" {14)0,162x3'lz'
u3w
2,¢60;3,0253,2651,275
2,59Q2,795`
31hx117/e_
HU412lHUC4i2
• •
=
3s/6
tOs/6.
21h,
Min.
{16j0162x3'h'
{6)•0:148x'3 ''
i,135
2,38D
2,6$5`2,890
2;050j2,315""2,490'
MSX,
-(22) 0162.X-31/a
(10)10.148 x 3 ''
5
'3,275
3,695.3;970
2,820"
3,1so
1.3,425
HUC6412-SDS .
-'
3s/i6"
11, •".
. -
{14)'/4" x 2rh"SDS
{6)?/4'- X'21W' SDS'i
2, f 5
5,G 10
�,0�15'�
5,O to
,3; ;U
"1,63(`
3,f.3,a
HGUS4120
�_ •
3 /s
10?laE"
4
"{56)'Q.162x31h .4(20)t1162x31h
'>
5,040
9,900'
9,40D)
9,4{JUs'8;085
8,085
8;085i
"
-, .-
63 SDS
,
3
8o0
41h="IWIlS
f12LGU3 2'h"SD
5555
620
6,720
6,724
4�890
4,840
4,840
MGU3.63-SDS
•'
-'
�'3518
91/ato.30
41/z
=
(24) �Y4" x 2�h"SDS
(16)1%4"-�X 21h".SDSi
7,260
9;450,
9,450
9,450
6 805
6,805
6,805.
HGU3.63'SDS
35/e`
iito30
41h
:-
{36)'%a�x2'h,SD,S
(2A)1/4"X;21h"SDS'
fd,� O13.,11k+
1 ;i6C�13,i
i
9,1 5
9,47
{4z,47t.
46
See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Someproducts available in ZMAX® coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The.following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over. the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
the THA29, nails -used -for joist -at °uchment• must be driven at an
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the.top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge. distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes. in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35/e" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
Double -
Shear
Nailing
Top View
•
-Shear
Nailing
Side View;
CQDouble
Do not
bend tab
13/4 for
THAC422
for
l22.2
l26.2
THAC422
1'Y4' typical
2Yz' for THA422-2
and THA426.2
. ."'K,.
THA418
NAV
Face nails Top nails
per table . pertable
Double 4x2— 2 face nails
Use full table value (total)
Single 4x2 �.
See
naiilertable
%' Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
. (except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top.
and face of head(
Dome Double -Shear
Nailing Side View
(Available on
some models)
�' Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
rypluai r n^ca
Top Flange Installation
ier to
tnote 5
p.187
e
86
THA/THAC
Adjustable Truss Hangers (cont.)
J
LI
These products are available with additional corrosion protection. For more information, see p.15.
1. Uplift bads have been increased for earthquake or wind bading with no further increase allowed. Reduce where other loads govern.
2. Wind. (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h° min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1'h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
`�EERFp
PCs This product is preferable- to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
b
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that distributes the load through
two points on each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
NFt designed'for welded or nailer
Options:,
• LUS and MUS hangers cannot be modified
'Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double=Shear
Nailing
Top View
Double -Shear Nailing
Side View
Do not bend tab
-,
Dome Double -Shear
Nailing Side View
(Available on
some models)
1"for 2x's
1'tis"for 4A
�e.
G�w B
LUS28
HHUS210-2
HGUS28-2
MUS28
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
i
19
'.7
LUS/M US/H US/H H US/HGUS
a
Face -Mount Joist Hangers (cont.)
SS
S
Modell
No
Mm;S
Heel
Height
Ga., '�
Dimensions, 'pn')
Fasteners :z
"
B
"Carrying" Gar`rled
;Member s Metnber.4
Single 2x Sizes
LUS24 'e,
-261a
"'
1a%16 '
;`'3�/s
1114
{4}0:148;x3
(2)"0.148x,3
LUS26 ,
:' a 41/a"
1IA6
q3/a ,
1 a
{ }s;0148'x 3
{
MUS26
4111A6
18
1 9/16
53AG
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45Ar
16
16/s
53A
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
75GUS2F
4 6
12
1-A
' MA'
-. 5
'-(26)0.162 x 8IV2.
(8) d..A z'31h
LUS28'
43A6 ,
18 '.
11is .
°;°66/a ",
` 13/a
(6),10.148 X 3
MUS28
66/i6
18
19A6
611A6
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
1 %
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31h
HGUS28
69A6
12
16/a
71/e
5
(36) 0.162 x 31h
1 (12) 0.162 x 31/2
LUS210' -
41/, `
18
19/16
;'71316
1k3/a ,
(8)b.148 X 3 .
(4)' 0;14$ x`3'' "
HUS210
8W
16
1
8'
3 „,
(30)0J62x3'/z
-(10)"(1.162z31h
HGUS210
, -W.
12
16s"
I- 91/e'
1,5 ' s
J46),0162 X H2
`"" (1%0J62 x31h:;
1. See table below for allowable bads.
These products are available with additional corrosion
protection. For more information, see p.15.
ED For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
t with Strong -Drivel SD Connector screws.
See pp. 335-337 for more information.
DFAIIowableLoads SP Allowable Loads SPFIHF Allowable Load's .
Model . " Code
No (160 (100) (115)lifti"� (125j Wfi j�", {i6 ): (100j (115), ".(125) a,(1f60) (160�`" (100)`. (jjw. "Roof Wind: Ref;_;
P 5) . {125) , (160).
LUS26
1 1,165
865
1 990
1,070
1 1,355
1 1,165
935
1 1,070
1,150
1 1,475
865
1 635
725
1 785
1,000
IBC, FL,_
MUS26
8
1,295
1,480>
1,560s.
=1,560 ;
_530 `
'"1,405
--:1,560.,
"1j 0 �
�1 .060�
i10
955=""'
"1,090
1,180
fig`'
LA
HUS26
1,320
2,735
3,095
3,235
3,235
1,320
2,960
3,280
31280
3,280
1,150
2,350
2,660
2:780
2,780
HGUS26
r
4,340
4,850�
_5,,170"`
5 390�F
8j 1.°',_
4,690%
'`5 220, ,
�'5,390
,5 390,„"
' . 780
3",225
"' 3,610 '
3;870 .
,3;985 ,'
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1730
865
810
925
1,000
1,270
""1,320
1,730..°,
1,975 ';
2,12.
225
1,875
2,135
"25
2 5
2"
.1f_
0
1,MUS28`
IBC FL,
LA
HUS28
1,760
4,095
4,095
4,095
4,095
1,760
4,095
4 095
4,095
41095
1,480
3,520
3,520
3,520
3,520
HGUS28
1,6,50
?,275
.7,275"
"7,275°
7,275' ;
1550,
7;275
`7,275
7275 :'
J275°
1,325 .
3.67t1 `".
" 3,820
3,915' "
4,250_'
IBC, FL
LUS210
1,165
1,335
1,530.
1,640
2,090
1,165
1,450
1,655
.1,775
2,270
865
985
1,120
1,215
1,500
1 IBC, FL,
HUS210 '
?;£35"
= 5,450
5;795
5,830'
�S3 -„
, 2,R 5,
:• u.a95'
�,7t0.,."<a>83�
5. 0 ,:
2;220
"�333"
2,455
2:n5
2rS2I
LA
HGUS210
2090
9,100
9,100
9,100
9,100
2090
9,100
9100
91100
9100
1,545
6,940
1 6,730
6330
6,730
1 150; L
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45o and/or sloped to a maximum of 45°
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
'side
apecny angle
Top View HHUS Hanger
Skewed Right
Qoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
L U S/M U S/H U S/H H U S/H G U S
S5
5S�
I - g_ 4 r
�a I
These products are available with For stairiless -Many of these products are approved for installation
additional corrosion protection. ® steel fasteners, B with Strong -Drive® SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Double 2x Sizes
HHUS26-2 45A6 14 3S"6 53/s 3 (14)'0.162 x 31/z (6) 0.162.x 31h 1,320 2,830 3,190 1 3,415 14,250 11,135 12,435 1 2,745 12,935 13,655
HGUS26-2 .4% 12 35/"6 5'/ie 4 (20) 0.162 x 31/2 (8) 0.162 x 31h 2,155 4,340 4,850 15,170 15,575 11,855 13,730 14,170 14,445 14,795
IBC, FL,
LA
LUS210-2 06 18 31/s 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/z 11,445 11,830 12,075 12,245 12,830 1 1,245 11,575 11,785 11,930 12,435
HHUS210-2 8% 14 35A6 8'/s 3 (30) 0.162 x 31/z (10) 0.162 x 3'h 13,55015,705 16,435 6,485 6:485 3,335 4,905 5,340 5,060 15,190
HGUS210-2 8-A, 12 35f16 93A. 4 (46) 0.162 x 31h (16) 0.162 x 31fl 4,095 19,100 19.100 9,100 19,100 13,520 17,460 1 7,825 17,825 17,825
Triple 2x Sizes
.HGUSLb u(
4 6;
ILA
4'�35s
l2
r4
{1ualfab"Lx�3/z
ttsJUAUX0h
a;a 5�
.�?ki?",�+uou
,?ir[v
0,340
'IIPZ?o
�'J,rau.
IBC, FL,
HGUS28.3
'6',i6°-
"
4 Sfic
7"/a
;.4`
(36)_0.162.x3?h"(12)Q.162x3"h
3'235,
7�46Q
7460
7460'
.7,460
2780,
6415:.
6,415
6;415
6,4i5'
LA
y12
HHUS210 3
83/s
14.
411tis
87/6
3
(30)-0.162 X 31/z
(10) 0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,4t
5
5,575
FL
HGUS210-3
813/6
12
415AG
9'/4
4
(46) 0.162 x 31/z
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
9,100
3,520
7,825
5
7,825
HGUS212=u='
s
( 10 Ja' ;'
12
.4 his
3
10 la
:.
1,r
(56) 0 62 x 3.h
<(20) Q )�O2 x 3 iz
6 E
9, emu`
r
q 5
O.a
9 4
966
E
C FL,
LA
Quadruple 2x Sizes
HG'S264'''`
5'h
12
6�s
5'hs0}0;162x3"h'8}0.162x3"h:.2,155
4340}4,850
5,170
5;575
1;855
3;730
4;170
4;445
4,795',IgC,FL,
HGUS28-4
71/a
1 12
1 6sA.
73/i6
4
(36) 0.162 x.3"h
(12) 0.162 x 3'h
3,235
7,460 7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LA
HHUS210-4
S3/e
14
6'/e
81/e
3
1 (30) 0.162 x 31h
(10) 0.162 x 31h
3,405
15,630 6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
1 FL
4x Sizes
IBC, FL,
LA
IBC, FL
LUS48
1 43/s
18
1 39A6
63/4
2
1 (6) 0.162 x 31h
(4) 0.162 x 31h
1 1,060
1,315 11,490
1,610
12,0301
910
1,130
11,280
11,385
1,745
IBC, FL,
HUS48
61A
14
3%
7
2
(6) 0.162 x 31h
(6) 0.162 x 31/z
1,320
1,580
1,790
1,930
2,415
1:135
1,360
1,540
1,660
2,075
LA
HHUS48
61h
14
3%
71/a
3
(22) 0.162 x 31/z
(8) 0.162 x 31/2
1:760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
06
12
35/s
711A6
4
(36) 0.162 x 31/z
(12) 0.162 x 3'h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
HGUS412 1 10 6 1 12 1 35/e 10346 4 (56) 0.162 x 3"/z (20) 0.162 x 3Yz 1 5,695 9:045 9,045 19,045 9:045 4:900 1 7,780 7,780 1 7,780 7,780
HGUS414 I 117A6 1 12 1 35/s 1121A,J 4 (66) 0.162 x 31h 1 (22) 0.162 x 31h. 5,695 10,125 10,125 10,125 10,125 4,900 8,190 18,190 18,190 18,190
Double 4x Sizes
IBC, FL,
LA
FL
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1 Yz" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HTU
Face -Mount Truss -Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with'minimum nailing) apply to
heel heights as low as 37/a". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/a" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
N Finish: Galvanized
L
ate., Installation:
V
C• Use all specified fasteners; see General Notes
Can be installed filling round holes only, or filling
0 round and triangle holes for maximum values
rn See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
-a for additional uplift capacity
M
Options:
�. HTU may be skewed up to 671/2'. See Hanger
options on pp. 98-99 for allowable loads.
See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
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
'-�%' mitic. gap tietween end of` '
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for Yz' maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
No. ; Height W-
2x Sizes
Alternate Installation -
HTU28 Installed on
2x6 Carving Member
(HTU210 similar)
1*1
rtl�uzb (Max) - �
," o'lz
Ire
'o.i1a
6 Y2,
° leul u.laz x arc ^you} u.lva x i n
, jjjgPO,
e,y�+u,.
�� ,t,. � au
1+ v.,u. 1,0a0„
c,03V ZJ_
,0YQ.�
� 1'VG�.
a,�av }
IBC,
HT028 (Min.)
37A
1 5/a
71/16
31/2
(26) 0.162 x 31/2 (14) 0.148 x 11/2
1,235
3,820
3,895 Ji 3,895
3,895 1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/s
TA6
31/2
(26) 0.162 x 31/2 (26) 0.148 x 11/2
2,020
3,820
4,315 4,655
5,435 1,735
3,285
3,710
4,005
4,675
LA
HTU210 (Min.)
37/a' ,
15/a
.9yiis
3112 ;'
(32) 0.162 x T1 ': (14) 0.148,X 11h.
-i,330..
Y,300 ':
4, , ;; 300'
4,3m 1,145 "
3,225
3,225
,122&
_3,225
HTU210 (Max:),
971a_ ,
.15/e ,9,1tie
'31Iz';(32)
0.162x 31hu ,(32} 0;148x'i'h
, 3,31xf4;705:
5 �ifi `; L ,"5995-
2;850
4,045,
'.,5 5
;4,1J~
5,155„
Double 2x Sizes
HTU26-2(Min)",
,•37Ta•
3-516
R,-
31%
=(20)0.162x3'Iz,{.
(14)0.�48x3
1,515
,2;94p;
3„3T��.3,58(7
'3r910
1,365°`
f,850'.
2090"'±2,255'
2465'
HTU26 2 (Max.) ;
" `51h
35/ia
'she
31h
(20) 0.162 X3'h �
: (20) 0148 X 3
2,175=
'.2;940
3 323, :3;580'
�4g ;
.1;87Q
2,530
2�z p ;
`3,a80
3,855
HTU28-2 (Min.)
37%
3-1/,a
1 71f s
1 31/z
1 (26) 0.162 x 31/z
1 (14) 0.148 x 3
1,530
3,820
1 4,310 4,310
4,310
1,315
2,865
3,235
3,235
3,235
IBC,
HTU28-2 (Max.)
71/4
35AG
I 71A6
31/2
1 (26) 0.162 x 31/x
1 (26)0.148x3
3,485
3,820
1 4,315 4,655
5,825
2,995
3,285
3,71r.:
„4,s 5
5,010 ^^
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowabla download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
-96
U.
Z_
}
Z
a.
0
O
U
W
H
U,'
Z
O
O
Z
O
CO
a
O
rn
0
N
b
rn
0
U
ti
Simpson Strong -Tie® Wood Construction Connectors
Face-MountHTU
Hanger •
Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
Min."
Minimum
Fasteners (m.)=�
"
DF/SP
Allowable Loads
� SPE/HF Allowable Loads"
Model
No
Heel'
:Height;
Carrying,
Code
Ref
Carrying '
Garrred
Uplift
Floor
Snow
Roof
Wind
-
Uplift
�
Floor
Snovl.�
�
Roof
Wmd
(in.) -
Membei
Member
Member
" �160)
. (i00)
(115}
"(125�
(16'0)
(160)
Ot)0)',
� (1,11
(125),
(160) ,
HTU26 (Min.)
37/a
(2) 2x4
(10) 0.162 x 31/2
(14) 0.148 x 11/2
925
1,470
1,660
1,780
1,875
795
1,265
1,430
1,54.0
1,615
HTU26 (Max.)
51/2
(2) 2x4
(10) 0.162 x 31h
(20) 0.148 x 11/2
1,240
1,470
1,660
1,790
2,220
1065
1,265
1,430
1,540
1,910
IBC,
HTU28_(Max)
; ..'71/4
{2 2x6"
(2Q) 0162 x ?/z
(26} 0.148 x 1'/r
`; 1970
2 94D
_ �, 2
ut3
3�9D5
:1,695
` 2`530
`1,080
3,360
FL, LA
HTU210 (Max.) `
` ' 91/a
, ` (2)>2i(6
(20) 0 f62 x 31h
(32) 0 i48 x 11h'
2 760
':2 940
e }20
80
3,9g5 z
2,375
2;530
2 355 ?
3,0801.
3 360 _
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners. Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
Alternative: Allowable Loads (1/2" Maximum Hanger Gap)
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/a" and 1/2", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector' software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
0
z
z
a
0
o .:
0
z
0
U)
z.
0
a
n
U)
m
N
0
m
s
N
U
0
Simpson Strong -Tie® Wood Construction Connectors
HU/HUC/HSUR/L - i
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/s° or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16' at 100% of the table load. Specify as an `X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with'/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 'A' x 2'/4" Tile, � 2
screws (Model TTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E NIP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU ('/4" x 23/4" —
Model TTN2-25234H) and for concrete 0/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1e"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/1e"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
.threads With the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool lets are available. They include a
3/15" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 4�/2" drill bit is also available (Model MD1318412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/a" is required as showen in Figure 1 for f 11 uplift bad.
Where no uplift load is required, a minimum end distance
of 1'/2" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
H UC410
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUG410 Installed on
Masonry Block End Wall
23
Simpson Strong-Tiec, Wood Construction Connectors
HU/HUC/HSUR/L e I I r ,:
........_.............. _....................------.......................... _............................... _..... _............. _...................................................... _........................................................... ...._................ __................ _...................... ....................................................... _.......... _..................................
Medium -Duty Face -Mount Hangers (cont.) -
10 These products are available with additional corrosion protection. For more information. see n.15.
HU26
HU26X
(4)1/4 x 23/4 (4) 1/4 x 13/4
(2) 0.148 x 11/z
335
1,000
335 1,545
'HU2$
HU28X
(6)�lax2'la ` (6} Ifax 13�a
(4} 414$x '/z
545
15i}6T
760 2 400
HU24-2
HUC24-2
(4) 1/4 x 23/4 (4) 1/4 x 13/4
(2) 0.148 x 3
380
1,000
380 1,545
HU26 2 (Mtn }
HUC26 2 :
,..�„
(8 1/a x 231e (8} y4 u 7 - �
�.,
v �4j 0 -4 'Jx 3 aA
�60
'2 (i40 ..
x.. ..AMW
760 3 p0 ...
1iU2&2(Max}
HIC262(12)1/dx'14
(6)0148z3
35O>)0
'115 k 39II ..
HU26-3 (Min.)
HUC26.3 (Min.)
(8)1/a x 23/4 (8) Ya x 13/4
(4) 0.148 x 3
760
2,000
760 3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)114 x 23/4 (12)114 x 13/a
(6) 0.148 x 3
1,135
3,000
1,135 3,950
HU210 1 HU21 OX 1 (8)1/4 x 23/4 1 (8)1/a x 13/4 1 (4) 0.148 x 11/z ( 545 2,000 1 760 1 2,415 (
HU210 3 (Min.)
HUC210 3 (Min.)
(14)1/4 x 23/a (14)1/a x 13/a
(6) 0.148 x 3
1,135
3,500
1,135 4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)1/4 x 23/4 (18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800 5,085
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 23/a (16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135 4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/4 x 23/a (2 2) 1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350 5,085
HU214 I HU214X I (12)1/4 x 23/4 1 (12)1/4 x 13/4 1 (6) 0.148 X 11/z 1, 1,135 1 2,6651 1,135 1 2,665 1
HU214-3 (Min.)
HUC214-3 (Min.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)114 x 23/4
(24)1/4 x 13/a
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU21#
4
(1I1a
84
06
�
,..:
;20
515$X1I2
2�92QH
HU216-2 (Min.)
HUC216=2 (Min.)
(20)114 x 23/4
(20)1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)114 x 23/4
(26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU21643 (MN ';
HUC2iC 3 (Min.) ;
(20) 3ja x,23fa
(20)114 x',134
,.
(8) 0148 x 3
.., /i
1,5J
4 92
1,5fi5 ¢
' 4 920
HU216 3 (Maxi '
HUC216 3 {Max)
�(26)'!a x 314
*; (26)1/4,X 13ia
, °(i2) 014&it
2 015
b 0$5
2,O 3� r
5 085
HU7 (Min.)
(Not available)
(12)114 x 23/4
(12)114 x 13/4
(4) 0.148 x 11/z
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)1/4 x 23/4
(16)1/4 x 13/4
(8) 0.148 x 1e 1/z
1,085
3,485
1,085
3,485
.t .. ,n nt....a. ..
V. va .,�tt-ti.a•
xam M"hw., nor. 14:
rw nt �i .....i ai
,ink niKwx..6.P.! s
> .., W
HU11 (Min.) (Not available) (22)1/a x 23/a (22) 1/4 x 1 3/4 (6) 0.148 x 11/z 1,135 3,230 1 1,135 3,230
HU11 (Max.) (Not available) (30)1/e x 23/4 (30)1/a x 13/4 (10) 0.148 x 11/3 1,445 3,735 1,445 3,735
38
STAGGER JOINTS - TYP. AISED HEEL ROOF S TRUSER
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SEE PLAN
RAISED HEEL TRUSS BEARING g
SCALE, NTS SKI
RIBBON SCHEDULE•
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
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ALPINE
AN ITW COMPANY
Site [rtformaXofE z, Pa edi
3ustomer. Carpenter Contractors of America lJob Number. N333978.
fob Description: 7A5/320 ,167EC,RJ01 / 1672/ARIA/4EAB ELEV.0
address:
Alpine, an ITW Company
6750 Forum Drive, Suite W5
Orlando, FL.32821
Phone: (800)755-6001
wwmalpineitw.com
Design. Code: FBC 7th Ed. 202-0 Res
IntelliVIEW Version: 20 02.00A
JRef# 1X3G89750068
Wind Standard: ASCE 7-16 Wind Speed (mph): 160
Design Loading (psf): 37.00
Building Type: Closed
This package: contains general notes pages, 22 truss drawing(s) and 4 detail(s).
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Flbrida Certificate of Product Approval #FL1999 Printed 3/5/2021 1:0W;38 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or 1310, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 1.9% 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 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.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: 49649 / COMN Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750068 T18
FROM: RWM Qty: 8 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30445
Truss Label: Al SSB / YK 03/05/2021
e
6'1"7
6'1 "7
LAP
19'4"
6'7"8 67"1
�5X5
E
2611"1 32'69 38'8"
6'71 67..8
1' 10'
T
38'8"
9'4" 9'4"
10, 1'
10
F 19'4" 28'8"
38'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.208 K 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(CL): 0.361 K 999 240
B 1660 /- /- /936 /301 /432
BCDL: 10.00 Risk Category: 11
Snow Duration: NA HORZ(LL): 0.076 J - -
H 1660 /- !- /936 /301 /-
Des Ld: 37.00 EXP: C Kzt: NA
HORZ(TL): 0.131 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00
Building Code: Creep Factor: 2.0
B Br Width
g = 8.0 Min Req = 2.0
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
FBC 7th Ed. 2020 Res. Max TC CSI: 0.531
H Brg Width = 8.0 Min Req = 2.0
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h
TPI Std: 2014 Max BC CSI: 0.793
Bearings B & H are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 It
Rep Fac: Yes Max Web CSI: 0.428
Members not listed have forces less than
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1446 -3039 E - F 1102 -1959
C - D 1324 - 2761 F - G 1324 - 2761
Top chord: 2x4 SP #2 N;
D - E 1102 -1959 G - H 1446 - 3039
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,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 2656 -1166 K - J 2199 - 829
be equally spaced. Attach with (2) 8d Box or Gun
L - K 2199 - 848 J - H 2656 -1147
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 520 -130 K - F 512 -724
for (2) CLR'S where shown. Scab reinforcement to be
D - K 512 -724 F - J 520 -130
same size, species, grade, and 80% length of web
E - K 1316 -593
member. Attach with 0.128x3" gun nails @ 6" oc.p�j;t4/fttlt$fj:d14
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
�`��°r�1+rwm°°•®d°1 t�,����
+`�. �•° 4�V S •e
Wind
" ' I
Wind loads based on MWFRS with additional C&C
Q. 08 1
member design.
Wind loading based on both gable and hip roof types.
a
..,� °. SAT e
•
03/05/2021
**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
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 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 Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the MN COWANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This Suite Fos
drawing for any structure is the responsibility of the Building Designer per ANSI/Tf l 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49650 / COMN Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G69750068 T23 /
FROM: PFH Qty: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30367
Truss Label: A1A SSB / DF 03/05/2021
219"12
1'9"12
7'10"14 iT1"12 17'10"4 19'4" 26'6"4 30'9"2 38'8"
7'10"14 T 42"14 5'8'84 + T1014
=5X5
F
E G
T2 z4X4
g4X4 T3
12 D H
6 L'- w9
05X5 95X5
C
R N
B J
A + K 8'8"
4X6(A2) �5X14 �5X8 QP =6XX8 =5X14�4X6(A2)
1 38'8"
1' T11"s 4'0"11 5'10°4 1'7")0 5'&" 4'0"11 T11"5 +1�
F + 7'11"5 '1 12' + 17'10"4 + 9� 5'14 26'6" 30'8"11 38'8"
I
21'
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: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W9 2x4 SP #2 N;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
+ Bottom Chord section between vertcials may
be removed.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.201 E 999 360
VERT(CL): 0.375 E 999 240
HORZ(LL): 0.100 L - -
HORZ(TL): 0.186 L
Creep Factor: 2.0
Max TC CSI: 0.739
Max BC CSI: 0.793
Max Web CSI: 0.865
VIEW Ver: 20.02.00A.1020.20
9
4! sa.708 1
r
a
1
COAc ®NAL a
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1518 /- /- /936 /301 /432
J 1518 /- /- /936 /301 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.1
J Brg Width = 8.0 Min Req = 2.1
Bearings B & J are a rigid surface.
Bearings B & J 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 1366 - 2665 F - G 1495 - 2370
C - D 1312 - 2278 G - H 1355 - 2399
D - E 1328 - 2355 H - 1 1311 - 2276
E - F 1493 - 2326 I - J 1366 - 2665
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - U 2299 -1067 M - L 2298 -1049
U - T 2297 -1068 L - J 2300 -1048
R - N 1841 - 595
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - T 315 - 446 F - N 1047 - 722
T - R 2100 - 905 N - M 2114 - 888
E-R 387 -251 M-1 319 -451
R - F 1050 - 747
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracmq 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. 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 Buildinc Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the A-COM-Y
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLineering responsibility solely -for the design shown. The suitabilit9y and use of0. is 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: 49651 / SPEC Ply: 1 Job Number: N333978 Cust: R8975 JRef:1X3G89750068 T17 /
FROM: RWM Qty: 2 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30618
Truss Label: A2 SSB / DF 03/05/2021
6'17 12'8"15 19' 25'11"1 326"9 38'8"
6'17 'f' 6-7"8 6'3"1 611"1 67"8 �' 6'1"7
� 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
NC13CLL: 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: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
=5X5
E
38'8"
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):
18'8"
28'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.208 K 999 360
VERT(CL): 0.361 K 999 240
HORZ(LL): 0.076 J - -
HORZ(TL): 0.131 J
Creep Factor: 2.0
Max TC CSI: 0.531
Max BC CSI: 0.793
Max Web CSI: 0.427
VIEW Ver: 20.02.00A.1020.20
Loading
Truss passed check for 20 psf additional bottom chord + �s•op•••..e �O�i�
live load in areas with 42"-high x 24"-wide clearance.s�®+"��°'•�t^,
o
Wind +� 4, ••
Wind loads based on MWFRS with additional C&C +°
member design. a o. 7Q$ 1
a
Wind loading based on both gable and hip roof types. e
� p
4�q S •°�.
pV A' B
03/05/2021
10,1�
38'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1660 /- /- /936 /292 /427
H 1660 /- /- /936 /292 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1415 - 3039 E - F 1069 -1960
C - D 1292 - 2761 F - G 1292 - 2761
D - E 1070 -1960 G - H 1415 - 3039
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2656 -1142 K - J 2199 - 804
L - K 2199 - 824 J- H 2656 -1121
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 520 -130 E - K 1 1314 - 596
D-K 517 -723 F -J 520 -131
K - F 518 - 723
**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)v attached structural sheathing and bottom chord. shall have a properly
attachpetl rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin 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 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 Buildinq Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the A -COMPANY
truss in conformance with ANSI/TPI 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 anQlneenng responsibility solely -for the design shown. The suitability and use of this Suite 305
drawing for any soructure 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: 49652 / HIPS Ply: 1 Job Number: N333978 Cust 138975 JRef:1X3G89750068 T16i /
FROM: RWM Qty: 2 7A51320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30539
Truss Label: A3 SSB / DF 03/05/2021
7'10"14 17' 21'8" 30'9"2
7'10"14 9-1'T 4'8" 9'1"2
=5X5 =5X5
D E
38'8"
10' 9'4"
r 10, '{ 19,4„
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1; 132,133 2x4 SP 2400f-2.OE;
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.
9,4„
28'8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.183 J 999 360
VERT(CL): 0.309 J 999 240
HORZ(LL): 0.068 1 - -
HORZ(TL): 0.116 1
Creep Factor: 2.0
Max TC CSI: 0.759
Max BC CSI: 0.739
Max Web CSI: 0.592
Ver: 20.02.00A.1020.20
Loading H,
Truss passed check for 20 psf additional bottom chord ,+y°dA•"■e,� `",{I)�a
live load in areas with 42"-high x 24"-wide clearance.agee'_ �`j`• e
• o
Wind
•
Wind loads based on MWFRS with additional C&C a ®�8
member design. x o°
Wind loading based on both gable and hip roof types.
® ® 4
t'
r ,°°o � y 0°6" •WWI
COA tC Vi NAL
03/05/2021
38'8"
7'10"14
10, 1'
38'8"�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1716 !- /- /940 /309 /385
G 1716 /- /- /940 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
G Brg Width = 8.0 Min Req = 2.0
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 1592 - 3121 E - F 1617 - 2927
C - D 1617 - 2927 F - G 1593 - 3121
D - E 1280 - 2045
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2718 -1300 J - 1 1979 - 765
K - J 1979 - 785 I - G 2718 -1280
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens, Comp.
C - K 501 -443 E - I 837 -441
K - D 837 - 441 1 - F 501 - 443
**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 properly 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 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 jobs General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall notinstallation be resonsible for any deviation from this drawing, any failure to build the aNnvC0u
truss in conformance with ANSI 1, or for handling, shipping,. .and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this Suite 305
drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49653! HIPS
Ply: 1
Job Number: N333978
Cust: R8975 JRef:1X3G89750068 T15 /
FROM: RWM
Qty: 2
7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0
DrwNo: 064.21.1302.30585
Truss Label: A4
SSB / DF 03/05/2021
7'10"14 15' 23'8" 30'9"2 38'8"
r T10"14 7'1"2 8'8" 7-12 7'10"14
.5X5 5X5
D T3 E
12
6 ,5X5 �5F5
C �,
0
co
W .0
W1
B G
A H8'8"
a^�
PI
4X6(A2) =6X6 82 =6X6 83 =6X6=4X6(A2)
38'8"
10' 9'4" 9,4" 10, 1'
10' 19'4" '+ 28'8" 38'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 B 1694 /- /- /938 /319 /344
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 /319 /-
EXP: C Kzt: NA
Des Ld: 37.00 ( )HORZTL: 0.116 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0
NCBCLL: 00 p
TCDL: 4.2 psf G Brg Width = 8.0 Min Req = 2.0
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
0.
P
Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.744
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496 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 1729 -3051 E-F 1748 -2859
Lumber
C - D 1748 - 2859 F - G 1729 - 3051
Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 1464 -2203
Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Loading Chords Tens.Comp. Chords Tens. Comp.
Truss passed check for 20 psf additional bottom chord B - K 2649 -1413 J - 1 2086 -1029
live load in areas with 42"-high x 24"-wide clearance. K - J 2086 -1048 I - G 2649 -1393
Wind
Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs)
member design. Webs Tens.Comp. Webs Tens. Comp.
Wind loading based on both gable and hip roof types. C - K 405 -360 E - 1 712 -314
K - D 712 - 314 I - F 405 -360
Ii ry
��y�tit9/tfllNttirty
t
'tl' li t
py� f/�l 4rt�
OFE
♦ 1 `
. 0. 708
°��. SAT O
•
i A,�V
q�CW'
#rd NAL +`
COA
03/O' 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
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicab-le. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the - nHmvcoMnn°r
A this drawing
truss in conformance with ANSIf� PI 1, or for handling, shipping,, installation and bracing of trusses. seal on 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 this Suite 305
-Designer
drawing for any structure is the responsibility of the Building per ANSIITPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49654 / HIPS
Ply: 1
Job Number: N333978
Cust: R 8975 JRef:1X3G89750068 T14 /
FROM: RWM
Qty: 2
7A5/320 ,167EC ,RJ01 ! 1672/ARIA/4EAB ELEV.0
DrwNo: 064.21.1302.30571
Truss Label: A5
SSB / DF 03/05/2021
6'9"4 13' 19'4" 25'8" 31'10"12 38'8"
6,2„12 6'4„ '{` 6,4„ 6,2„12 6,9„4
,5X5 1112X4 =5X5
D E F
12
6 2X4 2X4
M C G m
o_
� W3r`
E fW
B H
A I8'8"
4X6(A2) = 6X6 = 5X8 = 6X6 = 4X6(A2)
38'8"
10' 9'4" 9'4" 10, 1'�
10' 19'4" 28,8„ 38,8„
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999 240 B 1665 /- /- /931 /699 /303
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - - H 1665 /- /- /931 /699 /-
EXP: C Kzt: NA HORZ(TL)�
Des Ld: 37.00 0.130 J Wind reactions based on MWFRS
Mean Height: 15.00 ft
BuildingB Brg Width = 8.0 Min Re 2.0
NCBCLL: 10.00 Code: Creep Factor: 2.0 q =
TCDL: 4.2 sf
Soffit: 0.00 p H Brg Width = 8.0 Min Req = 2.0
BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.535
P Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.797
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.565 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 1934 - 3031 E - F 1860 - 2498
Lumber C - D 1844 -2775 F - G 1844 -2775
Top chord: 2x4 SP #2 N; D - E 1860 -2498 G - H 1934 -3031
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Loading Chords Tens.Comp. Chords Tens. Comp.
Truss passed check for 20 psf additional bottom chord B - L 2643 -1613 K - J 2172 -1247
live load in areas with 42"-high x 24"-wide clearance. L - K 2172 -1267 J - H 2643 -1594
Wind
Maximum Web Forces Per Ply (Ibs)
Wind loads based on MWFRS with additional C&C Webs Tens.Comp. Webs Tens. Comp.
member design.
Wind loading based on both gable and hip roof types. C - L 385 -333 K - F 470 -357
L - D 573 -188 F - J 573 -188
D - K 470 - 357 J - G 385 - 333
µ@3tltilttlLg1
t0titt�r�r�7` E - K 536 - 353
ti a sas.a,a r
o.708 1 '
S PST 0
COAQtv��.\~
&rtil9�ft�e�ldp
03/15/2021
**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
functions. Installers temporary
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these shall provide
BCSI. Unless top have structural sheathing and bottom chord shall have a
bracing per noted otherwise, chord shall properly attached properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as appltcab�e. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Referto
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
A LPI N E
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 ANSI/) PI 1, for handling, installation and bracinq of trusses. A seal on this drawingor cover
conformance with or shipping,. papa 6750 Forum Drive
listing this drawing indicates acceptance of professional encc1reenng responsibilityy solely -for the design shown. The suitability and use ofuls Suite Fos
drawing for is the the Building ANSI/TPI 1 Sec.2.
any structure responsibility of sign per
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcinduslry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 49655 / HIPS
Ply: 1
Job Number: N333978
Cust: R 8975 JRef:1X3G89750068 T12 !
FROM: RWM
Qty: 2
,7Al 320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0
DnvNo: 064.21.1302.30680
Truss Label: A6
SSB / DF 03/05/2021
5'9"4 1119, 27'8"
32'10"12 388"
5'9"4 HU.12 8' 8'8"
"2"12 5'9""4
5X5 = 5X5 = 5X5
D E T3 F
12
6 � � 2X4 W
C
2X4
o (a) (a)
G
in W3
h
io
B
H
A
t+13'13"
4..3
I
4X6(A2) = 5X5 = 5X8 = 5X5 =4X6(A2)
38'8"
10' 9'4" 9'4"
10,
10' 19'4" 28'8"
38'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.236 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.417 E 999 240
B 1627 /- /- /918 /701 /263
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.074 J - -
H 1627 /- /- /918 [701 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.131 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.9
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.832
BCDL: 5.0 psf
H Br Width = 8.0 Min Re
g q = 1.9
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.731
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.575
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2112 - 2963 E - F 2286 - 2820
C - D 1978 - 2697 F - G 1982 - 2700
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
D - E 2329 -2850 G - H 2108 -2960
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - L 2588 -1780 K - J 2288 -1495
be equally spaced. Attach with (2) 8d Box or Gun
L - K 2282 -1505 J - H 2585 -1756
nails(0.113"x23%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 462 -70 K - F 639 -598
for (2) CLR'S where shown. Scab reinforcement to be
D - K 682 -662 F - J 461 -62
same size, species, grade, and 80% length of web
E - K 734 -495
member. Attach with 0.128x3" gun nails @ 6" oc. �titttttstutptle rr
Ll
Loading i}e1�9 vI. L.
�'��,
Truss passed check for 20 psf additional bottom chord �t���+` a•`'••`•"•aa�
live load in areas with 42"-high x 24"-wide clearance.
Wind4
Wind loads based on MWFRS with additional C&C = Q, 708 1
member design. — e
m
Wind loading based on both gable and hip roof types. ;
NriLo��d��
COA #ri�i
03/05/2021
**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, installingand bracing. Refer to and follow the latest edition
�
of BCSI (Building
Component Safety Information, by TPI an SBCA) for 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 ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicabgle. AppTgy 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 Buildinqc1Components Group Inc. shall not be responsible for any deviation from this drawing, any failure
to build the A-CO.M.
truss in conformance with ANSIITPI 1, or for handling, shipping,installation and bracin of trusses. A seal on this drawinq
listing this drawing indicates acceptance of professional encLmeering responsibility solely -for the design shown. The suitability
drawing for is the the Building -Designer ANSI/TPI 1 Sec.2.
or cover pa a
and use of this 6750 Forum Drive
Suite 305
any structure responsibility of per
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: 49656 / HIPS
Ply: 1
Job Number: N333978
Cust: R 8975 JRef:1X3G89750068 T11 /
FROM: RWM
Qty: 2
7A51320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0
DrwNo: 064.21.1302.30242
Truss Label: A7
SSB / WHK 03/05/2021
21 T" 29'8" 38'8"
;6X6 =5X5 =4X4 =6X6
C T2 D E T3 F
12
6 F,-,- T
T
co W
o (a) (a)
a W5 M
B G
L
A H
8,8„
4X6(A2) -6X6 =5X5 =6X6=4X6(A2)
38,8„
1' 10' 9'4" 9'4" 10, 1'
I'
7 10, + 19,4„ I 28,8" 38,8„
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): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /- /- /900 /703 /222
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- /900 f703 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.140 1 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
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TIC CSI: 0.906 g q =
BCDL: 5.0 psf
Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20:02.00A.1020.20
Lumber B - C 2172 -2622 E - F 2160 -2395
C - D 2160 - 2395 F - G 2172 - 2621
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 - 3079
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) 1 X4 #3SRB or better continuous lateral restraint to B - K 2256 -1787 J - 1 3036 - 2492
be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 -2506 1- G 2256 -1766
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 687 -389 E - 1 869 -765
for (2) CLR'S where shown. Scab reinforcement to be K - D 866 -763 1 - F 688 - 391
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.�gtttstaltsag�/«�
T,
Wind H.
Wind loads based on MWFRS with additional C&C •yo••® Fa4O'°O+o
member design. jG �� .�R�i �R
•�,{
Wind loading based on both gable and hip roof types. •
a °
R
(3/05/2021
**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) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless top have bottom have
per noted otherwise, chord shall proper)V attached structural sheathing and chord shall a properly
attached ri id 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. 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 ANMCOMPANY
truss in ANSVTPI 1, for handling, installation bracing trusses. A this drawing
conformance with or shipping,. and of seal on or cover paWe 675o Forum Drive
listing this drawing indicates acceptance of professional enctimeering responsibility solely -for the design shown. The suitability and use of This Suite For
-Designer
drawing for any sgr'ucture is the responsibility of the Building per ANSI/TPI 1 Sec.2.305
For more information see these web sites: Alpine: aI ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: aWG.org Orlando FL, 32821
SEQN: 49669 / SPEC
Ply: 1
Job Number: N333978
Cust: R 8975 JRef:1X3G89750068 T3 /
FROM: RDP
Qty: 1
7A5/320 ,167EC ,RJOI / 1672/ARIA/4EAB ELEV.0
DrwNo: 064.21.1302.30649
Truss Label: A8G
SSB ! DF 03/05/2021
7' 12'4" 21' 26'1"12
31'8" 38'8"
7, r 5'4" + 8'8" 5'1"12
5'6"4 7,
,5X5 =4X4 =SS0712 =4X4
=5X5
12 C D T2 E F T3
G
T 6
T
(a) W
io
B
1 T3 A E3
H
4X6(A2) B1 -H0710 62 =8X8 3X6L K X4
=5X5=3X6(A1)
21' 5'
12'8"
1' 8' 8'8" 4'4" 4'10"4 4'9'12 8' 1'
8' 16'8" 21, 25'1�„4 r 30,8„ 388"
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 Ioc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.086 N 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.161 N 999 240
B 1674 /- /- /- /829 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.021 M - -
L 2709 1- l- 1- /1293 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.040 M
K 504 /- /- /- /204 /-
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
H 386 /- /- /- /177 /-
Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.924
Wind reactions based on MWFRS
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.725
B Brg Width = 8.0 Min Req = 1.8
L Brg Width = 8.0 Min Req =
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Varies by Ld Case Max Web CSI: 0.724
K Brg Width = 8.0 Min Req = 1..5
Loc. from endwall: not in 4.50 ft FT/RT:20(0)/10(0)
H Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18 Plate Type(s):
Bearings B, L, K, & H are a rigid surface.
Wind Duration: 1.60 WAVE HS 18SS VIEW Ver: 20.02.00A.1020.20
Bearings B, L, K, & H require a seat plate.
Lumber Wind
Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N; T2,T3 2x4 SP 2400f-2.OE; Wind loads and reactions based on MWFRS.
Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #2 N; 131 2x4 SP 2400f-2.OE; Wind loading based on both gable and hip roof types.
Chords Tens.Comp. Chords Tens. Comp.
B2 2x6 SP SS;
Webs: 2x4 SP #3; W4 2x4 SP #2 N;
B - C 1495 - 2998 D - E 399 -1036
C - D 1336 - 2840 E - F 638 - 335
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
Maximum Bot Chord Forces Per Ply (Ibs)
be equally spaced. Attach with (2) 8d Box or Gun
Chords Tens.Comp. Chords Tens. Comp.
nails(0.113"x2.5",min.). Restraint material to be supplied
g - N 2612 -1278 L - K 463 959
and attached at both ends to a suitable support by
erection contractor.
N - M 2485 -1375 K - J 306 - 584
(a) or scab reinforcement may be used in lieu of CLR
M - L 463 -960
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
Maximum Web Forces Per Ply (Ibs)
same size, species, grade, and 80% length of web �gtte►etrn�q�t�h�,7�
Webs Tens.Comp. Webs Tens. Comp.
member. Attach with 0.128x3" gun nails @ 6" oc.
°eT H..
C - N 857 - 214 E - L 1325 - 2526
Special Loads , ;°„s �1+,
°°!J•
N - D 462 0 E - K 437 158
D - M K-F
356 665
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) �� �°••%
°° ref
M - E 2560 -1110 F - J 806 - 357
TC: From 56 plf at -1.00 to 56 plf at 7.00� ®
TC: From 28 plf at 7.00 to 28 plf at 21.00
TC: From 56 plf at 21.00 to 56 plf at 39.67 e°
s o.708
BC: From 20 plf at 0.00 to 20 plf at 7.03
e
r
BC: From 10 plf at 7.03 to 10 plf at 19.06 ■ °
BC: From 20 plf at 19.06 to 20 plf at 38.67
TC: 214 lb Conc. Load at 7.03
TC: sr p,q
174 lb Conc. Load at 7.06, 9.06,11.06,13.06
TC: 177 lb Conc. Load at 19.06 d
BC: 489 lb Conc. Load at 7.03 ,/C is :
BC: 125lb Conc. Load at 9.06,11.06,13.06,15.06 � ""'•p'o• �� ��
17.06,19.06 CID ( NAL �o�`�
03/05/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition
r
of BCSI (Building
Component Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply Oates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure
for A
to build the AN OWCOWA.
truss in conformance with ANSI/TPI 1, or handling, shipping,, installation. and bracing of trusses. seal on this drawin or cover pa4e 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit�yy solely -for the design shown. The suitabilil9y and use of this Suite 305
-Designer
drawing for any s9ructure is the responsibility of the Building per ANSIfT 1 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: 49670 / HIPS
Ply: 1
Job Number: N333978
Cust: R 8975 JRet:1X3G89750068 T22 /
FROM: RDP
Qty: 1
7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0
DrwNo: 064.21.1302.30382
Truss Label: A9G
SSB / FV 03/05/2021
7' 17' 26'4"
31'8" 38'8"
i T
7' 10, 9'4"
54„ 7'
=6X12
%6X8 =8X10 T3
=6X6
12 C T2 D E
F
6
o (a) W
N
ih (a)
B
A
G �
H
J_8,8.,
=4X6(A2) B1 III2X4 =5X5 1112X4 =6X8 1115X5J
=5X5 =3X6(A1)
26'4"
12'4"
1' 7'1"12 4'1W4 5 5'8" 3'8"
5'0"8 7'38 1'
7'112 + 12, I 17' i 22'8" i 26'4"
38'8" +' 'i
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.147 M 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.277 M 999 240
B 1749 /- /- /- /804 !-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - -
J 4106 /- /- !- /1847 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): '0.101 K
G 252 /- /- /- /131 /-
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
Wind reactions based on MWFRS
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.788
B Brg Width = 8.0 Min Req = 2.1
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.975
MWFRS Parallel Dist: 0 to h/2
J Brg Width = 8.0 Min Req = 5.7
G Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: No Max Web CSI: 0.866
Bearings B, J, & G are a rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0)
Bearings B, J, & G require a seat plate.
GCpi: 0.18 Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS;
B - C 1490 -3257 C - D 1241 -2997
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1;
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - N 2856 -1286 L - K 2796 -1324
be equally spaced. Attach with (2) 8d Box or Gun
N - M 2881 -1290 K - J 786 -1809
nails(0.113"x2.5",min.). Restraint material to be supplied
M - L 2796 -1324 J - I 786 -1809
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
Maximum Web Forces Per Ply (Ibs)
restraint. substitute (1) scab for (1) CLR and (2) scabs
Webs Tens.Comp. Webs Tens. Comp.
for (2) CLR'S where shown. Scab reinforcement to be
C - N 617 -100 E - J 1942 - 3935
same size, species, grade, and 80% length of web
D - K 1577 - 3128 E - I 2051 860
member. Attach with 0.128x3" gun nails @ 6" oc. �ata@tp�altplD f,
K - E 2670 -1054 1 - F 365 -477
Loading `` Imo, �,`('�'•�,
#1 hip supports 7-0-0 jacks with no webs. +� ` ..004"•a•o®� `4"* �'
•
�� �•
Windy a
®w
Wind loads and reactions based on MWFRS. y '
Wind loading based on both gable and hip roof types. _ ; O. 70�
m
WARNING! This truss is not symmetric, but its
exterior geometry makes erection error more
probable. It is imperative that this truss be installed iS R� =
properly. sQ ;
4I�
�JV`
10
(3/05/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition
r
of BCSI (Building
Component Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracinn installed per BCSI sections B3, B7 or B10,
App�y face, Details, Refer
as applicabgle. plates to each of truss and position as shown above and on the Join unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
to ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the *NC CCWANY
truss in ANSI/TPI 1, for handling, installation bracing trusses. A this drawin
conformance with or shipping,. and of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilitty� solely -for the design shown. The suitability and use of This Suite For
drawing for any sgructure is the responsibility of the Building�esigner per ANSI/TP1 1 Sec2305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awcorg Orlando FL, 32821
SEQN: 49657 / SCIS Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750068 T13 /
FROM: RWM Qty: 3 7A51320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30476
Truss Label: B1 SSB / DF 03/05/2021
5'1"4
5'1"4
12'8"
9,8„
4'6"12
8'
Loading Criteria (psi)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
D
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: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N; T2 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
Shim all supports to solid bearing.
18'
8'4"
4X4
D
5'4" i
4'8" 5'4"
178" 18' 7
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): -0.015 C 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 605 /- /- /357 /330 /200
VERT(CL): 0.026 C 999 240
HORZ(LL): 0.007 F - -
G 466 /- A /375 /42 /-
HORZ(TL): 0.013 H
1 350 /- /- /267 /273 A
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.758
B Brg Width = 8.0 Min Reg = 1.5
Max BC CSI: 0.512
G Brg Width = 8.0 Min Reg = 1.5
Max Web CSI: 0.631
1 Brg Width = 8.0 Min Reg = 1.5
Bearings B, G, & I are a rigid surface.
Bearings B, G, & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
B - C 1005 - 812 D - E 460 - 249
C - D 831 - 582
03/05/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - H 686 - 856
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 547 - 304 E - F 545 - 305
D - G 296 - 427
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
p rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
ica1 Apply.plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to '
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
conformance with ANSIrTPI 1, or for handling, shipping,Installation and bracingof trusses. A seal on this drawing or cover page
1Is drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of 1hls
for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
ALPINE
ANMCOMFANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:49658! GABL Ply: 1 Job Number: N333978 Cust:R8975 JRef:1X3G89750068 T2 I
FROM: RWM Qty: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30211
Truss Label: 62GE SSB / DF 03/05/2021
9'8" 19'4"
9181,
I' 3,8„
=4X4 (TYP)
F
ra':
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BOLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Loading
Gable end supports 8" max rake overhang. Top chord
must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
11,8"
ona
19'4"
19'4"
i6,8"
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): -0.013 1 999 360
Loc R+ / R- / Rh / Rw / U
/ RL
Lu: NA Cs: NA
VERT(CL): 0.022 1 999 240
B 214 /- /- /113 /88
/209
Snow Duration: NA
HORZ(LL): 0.009 1 - -
B* 61 /- /- /45 /17
/-
HORZ(TL): 0.012 1
L 405 /- /- 1319 /290
/-
Building Code:
Creep Factor: 2.0
R* 155 /- /- /107 /69
/-
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.343
M /-113
TPI Std: 2014
Max BC CSI: 0.258
Wind reactions based on MWFRS
Rep Fac: Yes
Max Web CSI: 0.080
B Brg Width = 8.0 Min Req = 1.5
B Brg Width = 140 Min Req = -
FT/RT:20(0)/10(0)
L Brg Width = 8.0 Min Req = 1.5
Plate Type(s):
R Brg Width = 24.0 Min Req = -
WAVE
VIEW Ver: 20.02.00A.1020.20
Bearings B, B, L, & J are a rigid surface.
Bearings B, B, L, & J require a seat plate.
Members not listed have forces less than 375#
• M
M
® _7
w
CID A ii(f A;0101101
03/05/2021
**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) fo'r safety practices prior to pertorming these functions. Installers shall provide temporary
bracing per BCSI.. Unless noted o"thenvise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id cedm Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10,
as appltcabgle. 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 ITVV BuildingComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the pNRWCOMPANY
truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the BuildingWesigner per ANSId1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49659 / GABL Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750068 T1 /
FROM: RWM Qly: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30196
Truss Label: C1GE �SSB / DF 03/05/2021
47'
47'
�— 2'
(TYP)
F-- 27' 4X4
D
8'4"
4'2"
,2 T
6
C E
O
B F
4 G 8 8"
J H
= 2X4(A 1) = 2X4(A 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: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Loading
Gable end supports 8" max rake overhang. Top chord
must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
8'4"
8'4"
8'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.003 1 999 360
VERT(CL): 0.005 1 999 240
HORZ(LL): 0.001 H - -
HORZ(TL): 0.003 H
Creep Factor: 2.0
Max TC CSI: 0.160
Max BC CSI: 0.089
Max Web CSI: 0.092
Ver: 20.02.00A.1020.20
i
s ;
s
COA �QNAO.
03/05/2021
♦ Maximum Reactions (lbs), or'=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 185 /- /- /135 /87 /59
F* 185 /- /- /135 /87 /-
Wind reactions based on MWFRS
B Brg Width = 24.0 Min Req = -
F Brg Width = 24.0 Min Req = -
Bearings B & H are a rigid surface.
Bearings B & H 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 and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI.. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. AppTy plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Referto ALPINE
drawings 160A-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 responsible for any deviation from this drawing, any, failure to build the AN MCOWANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinq of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering 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/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
SEQN: 49660 / VAL Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750068 T6 /
FROM: RWM Qty: 1 , A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30663
Truss Label: MV1 SSB / WHK 03/05/2021
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 to 2h
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS VALTN160118 and VAL180160118 for
valley details.
1112X4
B
IL
c'
N
4X4(D1) N
A
9'10"14
CD
1113X6
4'3"9
4'3"9
4'3"9
:)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.004 C
HORZ(TL): 0.007 C
Creep Factor: 2.0
Max TC CSI: 0.310
Max BC CSI: 0.224
Max Web CSI: 0.139
03/05/2021
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /50 /15 /16
Wind reactions based on MWFRS
D Brg Width = 51.6 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices 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 B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to 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 ANmv coMVANr
truss in conformance with ANSI4Pi 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional sn en eering responsibility solely or the design shown. The suitability and use ofg is Suite 305
drawing for any sgructure is the responsibility of the Building �esigner per ANSI/T 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: 496611 VAL Ply: 1 Job Number: N333978 Cust: R 8975 J Ref: 1 X3G89750068 T7 /
FROM: RWM Qty: 1 , A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30227
Truss Label: MV2 SSB / WHK 03105/2021
Loading Criteria (pst)
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 to 2h
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.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS VALTN160118 and VAL180160118 for
valley details.
12
g 1112XB
4X4(D1)
A
N
10'10"14
CD
1112X4
2'3"9 n
2'3"9
2'3"9
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 C
HORZ(TL): 0.001 C
Creep Factor: 2.0
Max TC CSI: 0.071
Max BC CSI: 0.065
Max Web CSI: 0.047
VIEW Ver: 20.02.00A.1020.20
•
�. 708 1
,� AT O
t44✓$'
so
C A 1AL
03/05/2021
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /46 /11 /14
Wind reactions based on MWFRS
D Brg Width = 27.6 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 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 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 Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the ANm CCWA
truss in conformance with ANSIrtPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering 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
SEON: 49662 / VAL Ply: 1 Job Number: N333978 Cust: R 8975 JRef1X3G89750068 T5 /
FROM: RWM city: 1 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30181
Truss Label: V1 SSB / WHK 03/05/2021
ling Criteria (psf)
L: 20.00
L: 7.00
L: 0.00
L: 10.00
Ld: 37.00
CLL: 10.00
t: 0.00
I Duration: 1.25
:inq: 24.0 "
1'5"13 2'11"9
1'513 1'5"13
4X4(D1)
12
6 = 4X4
g4X4(D 1)
A C
N
a 13'1 "
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 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
See DWGS VALTN160118 and VAL180160118 for
valley details.
i 2' 11 "9 �{
2'11"9
2'11"9
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): 0.002 999 360
VERT(CL): 0.003 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.001
Creep Factor: 2.0
Max TC CSI: 0.040
Max BC CSI: 0.058
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/05/2021
♦ Maximum Reactions (lbs), or`=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D' 75 /- /- /30 /13 /5
Wind reactions based on MWFRS
D Brg Width = 35.6 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincL Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the A -COMPANY
truss in conformance with ANSIITPI 1, or for handling, shipping,, installation. and bracingof trusses. A seal on this drawing or cover paWe 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solelyor the design shown. The suitability and use of This Suite 305
drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49663 / EJAC Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750068 78 !
FROM: RWM Qty: 20 , A5/320 ,167EC ,RJ01 / 1672/AR!A/4EAB ELEV.0 DrwNo: 064.21.1302.30430
Truss Label: EJ7 �SSB / WHK 03/05/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12'2"11
12
6
ch
o_ to
M Ch
V
B
A 8,8,
D
�1 + 7
T
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 it
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.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 1108 /208
D 125 /- P 173 P /-
C 174 /- P /128 /169 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri td 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing, um Drive
any failure to build the -co-
truss in conformance with ANSI/TPI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover page For
listing this drawing indicates acceptance of professional engiineering responsibility solely -for the design shown. The suitability and use of this 6750
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For
For more information see these web sites: Alpine: al ineilw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 496641 EJAC Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750068 T4 !
FROM: RWM Qty: 1 ,7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30368
Truss Label: EJ7A SSB / WHK 03/05/2021
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
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 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.
II
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):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udell 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
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 270 /- /- /179 /33 /136
C 126 /- /- /76 /- /-
B 177 /- /- /132 /116 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Reg = 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 an c� 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 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 BuildinIcLComponents Group Inc. shall not. be res onsible for any deviation from this drawing, any failure to build the pNmvconrpuv
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 drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of leis Suite 305
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:49665/ JACK Ply: 1 Job Number: N333978 Cust:R8975 JRefr1X3G89750068 T21 /
FROM: RWM ply: 6 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30413
Truss Label: CJ5 KD / YK 03/05/2021
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
Spacinq: 24.0 "
C
11'2"5
12
6
Cl)
N M
M
B
TA $,$„
D
I_ 411 "4 i
f T
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
03/05/2021
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 /152
D 89 /- /- /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 an 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 proper 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 BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the pNRWC"MPANY
truss in conformance with ANSI/TPI 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 enppmeenng responsibility solely -for the design shown. The suitability and use of This Suite 305
drawing for any sQr'ucture is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49666 / JACK Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750068 T20 /
FROM: RDP Qty: 6 , A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30399
Truss Label: CJ3 SSB / WHK 03/05/2021
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
C
co
DefI/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
r
i
o. 708 1 '
O
COA�OIVAL
03/05/2021
10'2"5
rn
i�
N
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 /71 /9E
D 50 /- /- /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, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin 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 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 A -COW -
truss in conformance with ANSIrI PI 1, or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawng or cover page 6750 Forum Drive
listing this drawincl indicates acceptance of professional en sneering responsibility 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 ANSO/T�I 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: 49667 / JACK I Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750068 T9 /
FROM: RDP Qty: 6 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30257
Truss Label: CA SSB / WHK 03/05/2021
•
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
E
12
6 F7-
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.
n
�1- 11114
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 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
9'2"5
•
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 143 /- /- /145 f76 /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, handiin 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 Mid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to jobs 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 AN WCOMFANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa4e 6750 Forum Drive
listing this drawingg indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of this Suite 305
drawing for any sfr'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: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49668 / HIP_ Ply: 1 Job Number: N333978 Cust: R 8975 JRef:1X3G89750068 T19 /
FROM: HMT Qty: 3 7A5/320 ,167EC ,RJ01 / 1672/ARIA/4EAB ELEV.0 DrwNo: 064.21.1302.30180
Truss Label: HJ7 KD / WHK 03/0512021
5'3"5
5'3"5
9'10"1
4'6"11
L
12'2"3
12
4.24 a 2X4
C
v
m
c�
v
B
a a A 8'8"
FE
2X4(A1) =4X4
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 "
9'2"2 7"14
1'5" 9'2"2 9,10"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: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.040 F 999 360
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C -
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
VIEW Ver: 20.02.00A.1020.20
03/05/2021
♦ 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 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) for sa shipping,
practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
qid ceilingq Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
ile. ADoTv plates to each face of truss and position as shown above and on the Joint Details. unless noted otherwise. Ffefer to
Is 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
conformance with ANSI 1, or for handling, shipping,. installation and bracinn of trusses. A seal on this drawing or cover pa e
its drawing indicates acceptance of professional engsneering responsibilittyy solely -for the design shown. The suitability and use of this
I for any sgr'ucture is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2.
V
ALPINE
AN"COMPANY
6750 Forum Drive
Suite 305
Orlando FL,32821
Gable Stud Reinforcement Detail
ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Ori 120 mph Wind Soeed. 15' Mean Heloht. Partially Enclosed. Exmosure n. Kest = 1.On
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
<1) lx4 'L' Brace x
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace mir
(1) 2x6 'L' Brace IR
(2) 2x6 'L' Brace 1[
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'
U
S i F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
p
Standard
3' 8'
4' Il'R5'7'
6' 7'
7' 1'
8' ill
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
CU
#1
4' 0'
6' 8'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J
S P
#2
3' 10'
6' 7'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
r
#3
3' 9'
5' 3'
6' 11'
7' 5'
9' 2'
9' 7'
10' 11'
11' 8'
14' 0'
14' 0'aj
Stud
3' 9'
5' 3'
6' 11'
7' 5'
9' 2'
9'7'10,il'
11' 8'
14' 0'
14' 0'Standard
d
3' 6'
4' 7'6'
2'
6' 7'
8' 4'
8' 11'
9' 6'
10' 4'
13' 1'
14' 0'U
#1 / #2
4' 5'
7' 6'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P P
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
i I r
H
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
01
O
r
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10, 5'
10, 10'
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
ill 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
ill 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10' 11'
13' 4'
14' 0'
14' 0'
14, 0'
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 P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Lr3
U
I I F
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I II
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10' 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
1 8' 8'
9' 11'
10' 3'
11' 9'
1 12' 3'
14' 0'
1 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'
0--I
r
D r L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
1 9' 3'
11' 6'
12' 0'
1 13' 7'
1 14' 0'
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
Connect diagonal at
midpoint of vertical web.
AN ITW CO.
11514%Earth%City\ Expressway
1 \ Suite\ 242
% % Earth\ City,% MO\ 63046
Jymm
About
18'
L
'L' Brace End
Zones, typ,
2x6 DF-L #2 or
better diagonal T_
brace) single 18'
or double cut
<as shown) at
upper end,
VP` NN Refer to chart Sk
■■VARNDva■■ READ AND FILL➢V ALL NDTES DN THIS DRAWING
wwIHP➢RTANTww FURMSH THIS DRAWING TO ALL CRfTRACTDRS INCLUDING THE INSTALLERS(
Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Refe tl
follow the latest edition of BCSI (Building Component Safety Information, by TPi and SBCA) fo sr
practices prior to performing these functions, Installers shall provide temporary br-cl pe B
Unless noted otherwise, top chord shall have properly attached structwal sheathing and bo ,
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f
shall have bracing Installed per BCSI sections B3, B7 or BIG, as applicable. Apply plates to eats
of truss and position as shown 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 devlatl
this drawing, any failwe to build the truss In conformance with ANSI/TPI 1, or for handling, ship;
'nstallation & bracing of trusses.
A seal on this drawing or cover page Listing this drawing, Indicates acceptance of professional
engineering responsiMUty solely for the design shown The suitability and use of this drawing
For any structure Is the responsibility of the BuAdIng Designer per ANSI/TPI 1 SecZ
For more Information see this Job's general notes page and these web sites,
ALPINE, www.alpineitw.com: TPI, www.tpinst.orgl SBCAi wwr,sbclndustry.orgr ICC, wwwJccsafe,org
�9
1
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hem -Fir
#1 / #2 Standard #2 Stud
#3 Stud #3 IStandard
Dou las Fir -Larch Southern Pinexl(w
#3 #3
Stud Stud
Standard Standard
Group Bit
Hem -Fir
#1 & Btr
#1
Dou las Fir -Larch Southern Pinexxr
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
■IwFor 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) malls.
)K For (1) 'L' brace, space malls at 2' o.c.
In 18' end zones and 4' o.c, between zones.
)K)KFor (2) 'L' braces, space nails at 3' o.c,
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length.
Gable Vertical Plate Sizes
Vertical Len th
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11'
3X4
Greater than 11' 6'
4X4
II+ Refer to
pl common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
le+~ th, not addressed by this detall.
REF ASCE7-16-GAB16015
T
DATE 01/26/2018
DRWG A16015ENC160118
IMAX, TOT, LD, 60 PSF
1
MAX, SPACING 24.0'
'T
Reinfoi
Merck
Go
Tr
Gabe Detail
Fnr I Pt -in VPrticnlS
Gable Truss Plate Sizes
ppropriate Alpine gable detall for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates,
vertical plates overlap, use a
to that covers the total area of
lapped plates to span the web.
ei 2X4
2X4 2X8
Nrovlde connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsi
IOd Common (0.148'x V,min) Nails at 4' o.c, plus
(4) nalls In the top and bottom chords,
Toenalled Nails,
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 Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A2003OPED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015ENDIOOII EqQp.
sotwi
S11530ENC100118, S12030ENC100118, S14030E`NNC 3011111j81�,,4
S18030ENC100118, S20030ENC100118, S20030E Ol ®f• blo
See appropriate Alpine gable detail for maxI41, ej gr[�y> hbgr
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail),
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member materlal must match size,
specie, and grade of the 'L' reinforcing member.
eb Length Increase w/ °T' Brace
Example
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c, SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30
2x6
20
MWARNINGIR READ AND FDLLOV ALL NDTES aN THIS BRAVING] = C W. r vv - REF LET -IN VERT
■•IMPORTANT" FURNISH THIS DRAVING TO ALL CONMCTIIR8 INCLUDING THE INSTALLMME •
Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Refe tt��pn$, •
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo ShcFet)• s DATE 01/02/2018
practices prior to performing these functions. Installers shall provide temporary bracing pe1��$oBCSL •
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho DRWG GBLLETIN0118
shall have a properly attached rigid calling. Locations shown for permanent lateral restraint f s w7 P11 V
shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to eat'$
2� of truss and position as shown above and on the Joint Details, unless noted otherwise,
P' Refer to drnwings 160A-Z for standard plate positions. •� ��� �c
Alpine, n division of ITV Building Components Group Inc shall not be responsible for any deviatio r ��•• •••
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin _f'1� •••tt•••• -`�+ MAX, TAT, LD, 60 PSF
AN RW COMPANY installation seatonthis drbracinawing or cover page listing this drawing, Indicates acceptance of professlonnl /Q C�V
\\ 6uite\2 thl Cityl Expressway for any �� the responsibility of the Building lleslgner parAety for the design sham The yorid use of this ANSI/TPI I Sect, draw ['t�P'0 /05/2021 BUR, FAC, ANY
\ 1 Suite\ 242 Itv.
\\Earth\City.\MO\63045 For more Information see this Job's general notes page and these web sites. MAX, SPACING 24,0°
ALPINE, www.alpineitw.comi TPD www.tpinst.orgi SBCAi www.sbcindustry.orgi ICO wwwJccsafe.org
Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�6 Attach each valley to every supporting truss with,
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph, 30' Mean Height, Part, Enc.
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp. D, Wind TC DL=5 psf, Kzt = 1,00
Bottom chord may be square or pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates.
3X4
12
12 Max,
2X4 X4
— 8-0-0 Max
4X4
12
12 Max, I
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',
Pitched Cut
Bottom Chord
Valley
1X3 6-0-0
1X3 (Max Spacing) 2X4
1X3 5X4/SPL 1X3
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Valle
Spacing
Square Cut
Bottom Chord
Valley
2X4
Stubbed Valley
End Detail
N ** a 4
SQ°G ��{tslnrnluN tv //i
y�+� `�+► �moron Tr usses
S��` •��!`(�E ••r !r at 24' o-C,
■■VARNINGIM READ AND FOLLOV ALL maTES 1IH THIS BRAVMS = U. ( V0 1
--WEI2TANT R FURNISH THIS BRAVING M ALL CQITRACTCRS INCLUDING THE INSTALLERS, •
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer ..��!! j, •
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCAl for fdi,r • •
practices prior to performing these functions, Installers shall provide temporary brndng per SL
Unless noted otherwise, top chord shall have properly attached structural sheathing and boltlt chor
shall have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint o • v P1 tJQr
„a shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to eachSn !i w
of truss and position as shown above and an the Joint Details, unless noted otherwise. i� •
PIN
' Refer to drawings 160A-2 for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation n La�•1�..•'�.;lw.l� ,
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, ( S
AN ITW COMPANY Installation R bracing of trusses. _ _ professional
11514\Earth\ City\ Expressway engineering responslb0.A seat an this dwty olelyc.vfar tter hee dliesiiggn shorn. The' sI"mita`bility ates acceptance use"of this dr—Ing 4pyr,'.h�e �*�t' �05�2i
11 Suite\242 For any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect.
\ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites,
ALPIND wwwalpineitw,comi TPD wrw.tpinst.org) SBCA, www.sbcindustry.orgi ICC, •wwlccsafe.crg
ZE--LL 30
TC DL 20
BC DL 10
BC LL 0
T❑T, LD, 60
0
4X4
Optional Hip
Joint Detail
n T u e
t 2 0, ,
Partial Framing
Plan
0 40PSF REF VALLEY DETAI
5 7 PSF DATE 01/26/2018
0 10 PSF DRWG VAL180160118
N0 0 PSF
5 57PSF
DUR.FAC.1,25/1,331.15 1.1
SPACING 24,0'
Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1.00
r�
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.
XW 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 lOd box
(0,128' x 3.0') nails at 6' o.c. In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014.
Top chord of truss beneath valley set must be braced with,
properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purlins at 24' o,c. or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
WAX 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
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 Valle
4X4 Toe -nailed / y
** or min T u sses
12 t 2 ' o, ,
12 Max,
X3 ll S t
12
1X3 6-0-0 10 Max. Z I aj L4'
5X4 SPL it (Max Spacing) 2X4 Q`��LX(g
1X3 1X3 SQo- �9ltirrrnr��plflA.
f,/j
yea �`�.►�:•��,•� 1!Iv ommon Trusses Partial Framing
20-0-0++) 5�.�wa;�E �1•ra �r
Supporting trusses at 24' o.c. maximum spacing. g V; at 2, O,C. Plan \9 o i'
ti • ;
i
"VARNMG.. READ AMID FOLLDV ALL NDTES [IN THIS DRAVDuI ; O. LL 30 30 40PSF REF VALLEY DETAIL
..DIPDRTANT.. FURNISH THIS DRAVING TO ALL CONTRACTDRS INCLUDING THE INSTALLER •
Trusses requlre extreme care In fabricating, handling, shipping, Installing and bracing. Re' nod _ TIC DL 20 15 7PSF DATE 01/26/2018
fall.. the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) f e{y ..
practices prior to performing these functions. Installers shot( provide temporary bracing BCSL• S
Unless noted otherwise, top chord shall have property attached structural sheathing and b ton ckVd AT 4 s BC DL 10 10 10 PSF DRWG VALTN160118
shall have . properly attached rigid celling. Locations shorn for permanent lateral restrain of bs Pi
q, shall have br.cing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to e,I�h e•• . (1.
` of truss and position as shorn above and on the Joint Details, unless noted otherwise. • fi �• vror BC LL 0 0 PSF
A �I Refer to drawings 1f IT for standard pints positions. • �
Alpine, I division of ITV Building Components Group Inc shall not be responsible for any devinti •�.r ♦�w
this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for hnndgng, shlppl n@..uw.v• TOT, LD, 60 55 57PSF
AN ITW COMPANY Installation 6 bracing of trusses. page (6-U g this draw v i Y F\i. G'�\7�\ A seal on this drawing or rover drawing, Indicates acceptance of professbral /r 1 '(r \
11514\Eadh\City\Expressway engineering responsibility solely for the design shorn. The suitab0.lty and use of this dra.Yg ��/05/2021 DUR,FAC. 1.25/1.33 1.15 1.15
\ \ Suite\ 242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. 1
\\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites, SPACING 24,0'
ALPINE, wwralpineltw.coml TPIi wwr.tpinst.orgl SBCA, w—sbDclndustry.orgl ICrrwJccsafearg
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L___ VALLEY FRAMING & BRACING DETAIL
Lumber Size and Grade Minumum Requirements
Ridge board... 2x6 (min) p2 Southern Pine or better,
Rafter spans 20'-0" or less... (A) 2x6 SP 112, SPF 111/112, OF #2 or better
(B) 2x6 SP 112, SPF I11/42, DF M2 or better
Purlins/Lateral bracing... 2x6 SPF02, HF p2, OF #2 or better
Sleepers_. 2x(width of rafter seat cut) SPF #3 or better
2 parallel 2x6 SPF R3
Cripples and blocking... 2x6 SPF 1$3 or better
Truss Below... See design- Southern Pine Material -
RIDGE
BOARD
(2X6)
COLLAR BEAM, EVERY THIRD
PAIR OF RAFTERS
TYPICAL COMMONS-� 2x4 BLCKING 2x4 Purlin 24"
SPACED 24" O.C. (where no sheathing
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131'W.6") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
cm +CRIPPLE
+Cripples 4'-01e for 30 psf (TL) and 20 psf (TD) Max.
Space the crippes for each row starting from the valleys or sleepers
and working Inward to the ridge board so that cripple locations are
staggered between rows.
TO" O.C.(TYp)
Attachment can be made directly
or through plywood sheathing
a'-o" TYPICAL by cutting a 2"x6" notch in sheathing
Connection Requirement Notes
1.
2x6 rafters to ridge
416d toe -nails
2.
Cripple to ridge
416d toe -nails
3.
Cripple to rafter
416d toe -nails
(••) 816d face -nails
4.
Rafter to sleeper or blocking
5 16d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
S.
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
6.
Ridge board to roof block
416d toe -nails
7.
Ridge board to truss
416d toe -nails
8.
Purlin to (Typ)
316d toe -nails
9.
Truss to blocking
416d toe -nails
10.
Truss to cripple
416d toe -nails
11.
Truss to cripple
416d toe -nails
12.
Cripple to Purlin
316d toe -nails
-- (NOT REQUIRED IF SLEEPERS ARE USED) 13. Collar beam to rafter 4 16d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5a) COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 6'-0" to 10'-0" Iong
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of cripple with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length.
Cripp es over 10'-0' long requre two CLR's or both faces w/ "'I"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
anstall 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 recit emen�fwy
Nails are common wire nails unless noted otherwise. N�
` ••.N••y i
s
(A)
(B)«`)
en'URNISH T ]DI Alm fALOV ALL TRACT DR Then nhiAvnxi
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30 40 54
REF VALLEY FRAMING
Trusses regJ-e extreme core ti fabNcctbV, handit, Wpphg, Instattlrp and br•ocig • Refer t "
fdlou ti,e tnt•et emtwn of SCSI oL"N component Safety LKorevatkm, by TPI and saru for cart;
practices prior to IrV these functbns. Installers
• •
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=
IC DL 10
20 7 7
DATE 10/01/14
perfar shall provide temporary brac4ip per 2
Urless rated otherrlse, tap chord shalt have property attached structural sheathlry and bottom ahnrd
shall have a property attached ripw celk"t. Locations shorn far pernment taternI restrant of bs
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stun have bracFp 4,stnned per BCSI aectlon the
and oswan as shorn above and on the .latnt netoAs, unless notes otherrice 1,.
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A4**. a division of ITV BuRdtng Components Group Inc shoe not be responsible for any deviator f
this drohp, any fozve to build the trims to conformance with AHSI/TPI 1, or far handtkq, stlpplrry,�`
fnxtaltntian i bracing of trusses.
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A seal on this er•arkp or cover peer hat}+o this d-nrkp, ►•slmtes a¢eptoncr of profrssionol
solely fw the shorn The a"�'°n+utt`N�t'
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DUR. FAC. 1.25/1.15
13389 Lakeimnl Drive
EaM Ciry, M063046
9 s.�
Far' nar•r kel ft.c elon see this .lob's SBCNl notes ppoape and these reb dtem
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SPACING SEE ABOVE
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