HomeMy WebLinkAboutTrussFIFER TO
PACK FOR
COMIECDOHL
0
t
r-w
TYPICAL 7P SETBA
CORNERSET LABEL
AND SPACING
SHINGLE RO
6 Ilp-
,Zy,4
HEED-3/1 _
PLUMB CU
f-
p Reviewed for Cote
C�jj Compliance
Universal EngineeOgq
Sciences
NOTE,
MULTI -PLY GIRDER CO?4 ECTm
ALL PLIES SHALL DE FASTFND TOGETHER UMTS, NAILS, AND I SCREWS)
PRIR TO INSTALATDIN MID BEFIM ANY LIDS ARE APPLIED. PER THE
SUPPLIED ENGDEERING SHEETS
NMI
m HIT CUT IR ALTER TRUSSES HITIWT CONSENT IF THIS OFFICE BACK
CHARGES WILL MT BE ACCEPTED WITHoOT PRD]R WRITTEN APPROVAL BY OUR
SERVICE DEPARTMENT AT CARPENTER CONTRACTORS DF AIERICA, DC
On-293-9487
NOTE.
ALL BEARING WALLS MUST BE ADEMATFLY DESIGNED TO CARRY THE LOADS
DPOSED BY THE TRUSS OR TRUSSES, MID MUST BE IPLMS AND IN SERVI
BUM THE TRUSSES ARE SET IN ORDER M AV® REPAIRS.
Labeled End Mark
Total Truss Quantity = 69.
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
General Notes
1) N PWON dvd tamr, Hat tAd.m aW Hd
Wd= h= the tap dWd Ply px*W VW
to be kwWW 1 ede aR
2) N �e toM Snpam Ht1528 m m otb�
ndm
3) N the Rmk9 is 24 O.C. taima otlri�e
noted
4) Pw Tim Plot. naMb DM -M ncvaa.wasm
pammat x-bm*V *mM be OXW at a
m. po ig T5 Of- a be apao, to
be mpadtad at a ntmamtn d 2B bdrat mah
x-0taae H.agiat H" sbttabm
PHeor mla• m BC9-A" for any adddional bmft
MAIL
ROOF LOADING SCHEDU
TCLL = 20 PSF
TCDL = 7 PSF
BCLL = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
NAND SPD/TYPE=160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT R
NAND IMPORTANCE FACTOR= 1
UPUFTS BASED ON-- 9.2 PSF
DESIGN CRITERIA
FRC 2017
TPI 2014
T—member de & & wnnector plates
am designgnedt rASOL7-10 and-'116 m
f fmmboth components ®d claddmgs
and main wind fore rosistmg systems.
ad!• These I .. have been reviewed to m y -
t ona1 109 psfnonJ d. bosom chord hi
load
FLOOR LOADING SCHEDU
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL RnCnONs AND UPLIFTS
ARE SHOWN ON ENGINEERING
WALL KEY
O6P_8�
® 0
DESCRIPTION MR. DATE
tint az tav a tMr
� CA f1ELNIIDAaell IW
� oUVO V11LLR lfIIfQ Q
o M1P 1!V VM !? C salts
� aa1'!L W 1LV VM tata
a to s
� vrttowto•n:rre ars
■� MlaO It.V NRY llri>1�
s
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s
�
I
(—� CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE M N. W.
WINTER HAVEN FLORIDA 338M
PIflNEP C800) 959-8806
FAX- Ce63) 294-2488
BUILDER D.R. RORTON STATEWIDE
PROJECT CREEESODE
MODEL 1672/ARW4RAB
CCA PROJ/MODEL/ALT
7A5/ 320/167ED
ALT DESC
OTC 3322 TRINITY CDNCLE
LOT 42 BLOCK
DESIGNER
RFS
PAGE
DATE
3 29 17
�N63986R
SC
1 A4 "=1 P
REFER TO Eh I
PACK FOR
CONNECTION.
TYPICAL 7' SETBA
CORNERSET LABE1
AND SPACING
sv�s �v
rjoA
Axi-te
I,Vk � li yam
n p t7 O
NQTD
NILTI-PLY GIRDER CTBNECTICK
ALL PLIES SHALL BE FASTEND TDG ER (BOLTS, NAILS, AND OR SCREWS)
PRIOR TO INSTALATI N AND BEFORE ANY LOADS ARE APPLIED. PER THE
SUPPLIED ENGINEERING SHEETS
Nm
DO NOT CUT OR ALTER TRUSSES WITIOJT CMSENT [F THIS DEICE BACK
CHARGES VD.L NOT BE ACCEPTED WITHOUT PRIOR VRETTEN APPROVAL BY OUR
SERVICE DEPARTMENT AT CARPENTER CINTRACT13RS [F AIERICA, M
877-293-9497
NOTE,.
ALL BEARING WALLS MUST BE ADEQUATELY DESIGNED TO CARRY THE LOADS
IMPOSED BY THE TRUSS OR TRUSSES, AND RUST BE ItPt.ACE AND IN SERVICE
BEFORE THE TRUSSES ARE SET IN OD]ER TO AV® REPAIRS
Labeled End Mari(
Total Truss Quantity = 73
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
General Notes
1) AIp-W and t..k flat to® and "A
*dwa hmw Um toP and P.V* Pdbd San
to bs hddsd Owr, ids w
D) N fnq� to bra Sirpon HLMB air otl,r6
dsd.
3)'. Al bm q iq h 14' O.C.air aU..1
n9tod.
4) Par Tram Hato I mft BC9-81 rasnm daft
Pw^snnt X-broarp OvA be pl—d at a
madman WDdkl 15' O.C. o=aa the rpm, to
bs rq@OA at a madaan of 20' b tw sad
%iron BsarfroN Ur s6ndrs.
. afr fa BC9-Of for any additional b odn
ROOF LOADING SCHEDUL
TCU. = 20 pPTCDLPSF
BCDL 10 PSF
TOTAL = 37 PSF
DURATION 1.25 6
WIND SPD/TYPE 180
ENCLOSED
BLDG EXPOSURE = C
USAGE=RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED OW 9.2 PSF
:DESIGN CRrr R
FBC 2017
TPI 20L4
Truss member des�'�ggn,ad: caanecmrphtes
arc dcsi��aaed for ASCG7-10 and mi<imam
farces Aom boimponeoss and claddings
and mmn winn d force rtsrsnng syslcrns.
• Thrsc auz;as hasx bccn rndcwcd to curry an
addilioaal 100 psfnon<a rcatboaom<bNByre
load.
FLOOR LOADING SCHEDUL
TCLL PSF
TCDL = PSF
BCDL - PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLOPM
ARE SHORN ON ENGINEERING
WMI KEY
w
un
m"a nw
morn lot — s na Q
aramr
as s
�
nNL VNiaT ila® - Q
aYa/N
�
oar ry ove a,.w
nnarsa
NUM
ra'r .viMl ran RV VnE
a < m
wn
aan. r Sao m .ax
ansirr
rm
ur Q
arnarn
ARM
on or nsa wrrrsc r
aaszr
rau
rraoaa arcv, sssnns saaQ
wn�
[DAD/ DESCPoPfm INIT. DATE
wn
sa rs+f
- aura
r
icv, sane .wa
wns
CARPENTER
CONTRACTORS
OF AMERICA
39M AVENUE G. K W.
WINTER HAVEN FLORIDA 338BO
PHONE (600) 959-8006
FA* (863) 294=2488
BUILDER D.R. HORTON 3CATERIDE
PROJECTCREEKSIDE
MODEL 1197E/ARIA/4EAB
CCA PROJ/MODEL/ALT
7A6/ 167EC/
ALT DESC
OTC 3234 TRIN11'Y CIRCLE
LOT 42 BLOCK
DESIGNER PAGE
TR�FS
DA
3/29 17SCA
1
�NA333978R 1/4 "=1'.
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
DR_HORTON / STATE_WIDE
7A5C3�
=167ED
Lot:
42
Block:
Address:
3322
TRINITY
CIRCLE
......................................................... _ ............................
JobNumber:N333986
...................................................................................................................................
Unit:__ ..�..
Revision Date: New Load #: 'RG01
Re►ria„,ed for Cow
Ugn e E annce�,d
regc�
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ALFIN . E
March 13,1019 -AN rTW COMPANY
Me. bol:�. Michaelis
Carom t6r.* Cbritractor's of Am6fida,. Inc.,
39.00 Avenue., G, N.orthWpst
Writer Hav6n,;:F L 33.880-6201
Re: Alternative install6tioris.,for a singe pl'y-' carried truss with a width Jess than the hanger width, :and:
wood blocking lo:achieve full design load value for face-..mounted:ha ger:attachment -'ri non'4:one ply
sup, 06fting girder (Reference detail .W.MT-02)...
Dear Bob,
For single ply carried truss with "a width less than the hahget. widthyoucan install -a prefabricated jack.
scab . truss �) for wooc.(.'flller blockirigi The c I hord . sizes,, c. hord grades, and -Alpine: :c6hn*ctbrplates)
. plat6( s) to
be the. same as the single: ply carfie.d. truss. The prefabtidatdd jd&*sdabtruss (*);will have a.minimum
Iength of 48"and will ' * have a. minimum pitch.;of 5112.. The single. ply;parried leuss shall have:.a reaction of
1,500# or less, QW.5 0.i : 28'x3..07*GUn Nails at.2'
0..'Q per r6W,. staggered V (See .'Figure I beld Pl6a'sd.fef6rtoth' eSirhpsqn 8trong:Tie Catalog G-C'
201.9i page 216 Figure, for more information,.
Alg6re-I
Fpr:a single ply " * * * * 'required wood to,achie'v&%fUll.desigh load value: for face -mounted
. 1 " itderAW tequi W6 n
_hangers attach one wood block tl to the back face of tgirder single gird with thesame size: and
gjraje_as the bottom: ch6ff*0f the .single ply girder. The-Voci.d block length to be such ftat.the'w"6od
blocking extends to each adjacent panel lointp:(Webs and b6ft6rn chord intersections):..
_Attach wood
block OunNails per row, staggered 3. 0":applied to the
676.0: Forum Drive Suite 805i. Orlando, FL 32821 - (80o) 6 1-910.0 -.(1363) .22-,.8686
www.alpineihwoom
Iq
ALPINE
NAWCO� .
single ply girder.face, with an additional (20) 0128"x3 0" Gun.Nails at each panel point applied to the;
wood. block:face (See Fi'0,0*2 below). Please refer to the Simpson Strong Tie:Catalog C�C`20'19,
page 21.6 Figure.l for more' information.
Figure 2�
The application of prefabricated jack scab truss for,wood iller'.tilocking_of wood:blocking to: achieve full
design load value for face=mounted hangers must be approved by fhe hardware.manufactiarer
All edge. and end: distances, and spacing fof all nail connectior s must be sufficient:to prevent splitting of
wood.:
If I can.be. of any further assisiance:or if you have any questions, please-giye me a :call.
.No�706fi1•
STATE C!
William H:. KngK;N.t.
Chief Engineer
Alpine an ITw Company
Engineering Department'
Orlando;-Fl-
6750 Forum Drive. Suite 305; °Olando, F4.32821 - (800):521-9.790.- (663) 422-8695
WWW.2iPine6. q.-00rh
TM
ALPINE
M"Cowlmw
April 26:,.2019-
Mr. Bob Michaelis
Carpenter
rperter Contractors of America, Inc.
3900 Avenue J�, Northwest
Winter Hbv6n, FL 33880-6201:
Dear Bob,
Re' Str6ndbai*ok bridgidg6i) tbdf:trU§se,§.
I -understand there. is some concern over our recommendations fdrstrongb6c'k. bridging on f6oftrus'ses..
Sfrongback bridging for roof trusses is not requirement of ANSVTPI 2014, nor is i a reqdir mentofthe.
Building Component Safety Inform on- "(SCSI),-.13,
ut strorigback bridging;* on roof trusses is
recommended. by -Carperiter. Contractors of." America: Ztr6hgbalck bridging *.s6rV6§ the. following two.
functions:,
One, bridging aliops the bottom -chords -pftpr they are set so the are uniform along the hq ceiling
line and helps. with c0ilin4serviceability
Twoj bridging relative defiectiofi:& adjacent: ttuss6s.,
.Ogi...g reducep .
Strongback. bridging". 'do e*s.hot--pr&Vbnt or reduce. overall indiViddM deflection, especially any roof trusses
_,deflect ore than 10. inch -
..... . ....... .. . .............. .... . .....
,$trpng0ack- bridging in roof. trusses does not terv'eil-as terhp6ra-r-y*..br*pdrm*an'66t.braci'ng ' and is not
intended to distribute. . bute. or share design loads:' between trusses. Consequently, no design.
esibrt . I I oad'
have
-been accounted forWith this detail and dbntihUbLis..strohobdck'bridgihd'should not be attached between:
common and girder 'trusses.. The. use stroNback, bridging. not .interfere with other- d6si n
considerations as specified .�y the Engineer. of Record drthe Build ing De$i . gn6r.
Th6 outer ends of IMstron4back bridging shall be, attachedao a wall or another secure end. restraint, or
as specified'by.th6 Ehdihe6r of RedoMbi-thd Building.Deisigh6r,
'Strongback bridging; shall: be -aminimum of 2x6 hortiinal lurnibeir oriented with the depthverti
ical. Attach
with 16djcqmmion nails (0.1'62"x& s . .5") nails at. each intersecting 'rh6mbet.. When 'extending the
I Um oflocation' tio b sttongbatk bridging overlap: by at a trusses. The � of s strongback. n.dging
9 rrijnii�
maybe Please refer fio
vb6.sp.eciFied'*'b'y:the.'Tru''si� Manufacturer., Engineer of Redord, of Building Designer:
BCSI "Strongbocidog Provisions" or to Alpine: STR' 14 detail for more inf6r.rription, The. graphic
P111,13.R.10.1.
sho (Figure_ 1) is for:generic lllu&dtive pUrpose only,
6750 Forum Drive:806 805, Orlando, FL.322821- (800) 521-9790'- (863) 422-8685
ALPINE
R V V.! U: L- t.. -A.,L I- k.1y . I :. 0
1: C., 1), S c:d I e.) �
Figurej.
lfi.:cai'n.bb6fbihyfurthi§r-sissistariwor-Nypuhave!.ari-vaueitions please:-qiVe. Me a: call,
William, H. Kndk. O.'P.
Ch,ief'E.ngi.heer
Alpine an ItW-0o.mpany
E Department Qgineenng
.614n4ai IFL. $982,11.
6750 Forum Drive SuR6.3.05, Orfin'do; Fl. 32821 - (800).521-9790 - (863) 422-8685
i",. M.alpirie-
ltvv.QQM
f.
2
--------------- ,'��T N J�
S-TRONGSACKI BRIDGING
RECOMMENDATIONS
--All scabnon blocks shaii, be;.a m! Imu ' n M.��4
BUTT.STRNGBACK
:BRIDGING O
TOGETHER
stress qe ilq!nber,,0
'01
bo-AII. strongback bridging :and bracing shid *be::a
oss gradgC1, tu bL-;r
mInIhum �X'6 'str.. pi,
. . . . .,
p�-The purpose of strondba.ck-:bridging
. . . . .
ATTACH SCAB WITH1-'1Dd:BOXeWN
'MIMXU'�.
rievelop"(6ad sharing b&tweert.'Indiv e
ru
�4 "0' P�6- NAILVIN14 ROWSI�Af
:.SCAB :.64 'D.C.
res,UttIng In an -o%4ralCIhcr.Rase In, the
, , ,
NDTEi LIEU *OF- SPLICING. AS SHOWN,
LAP: ,-STRDNGBACK BRIDGING MEMBERS
FOR: AT LEAST 13ME rRLISS.,SPACING
St10*ness� o
.: f,� the: floor. system -2x6
strongbatk brid Ing(,. 0
;positioned dsa.shii Wih In
STRONGBACK :SPLICE DETAIL
details, Is recommended 10'
NOTE, Detalts ,I and .2..,arle 'the :preferrOldatt*achmeht memthods,
*.-The terms- 'bridging' and, 9
-1)#,acin ,are. sometimes
.
'ed
ATTACH STRDNGBACK 70
WEB W/ :(3) 10d. COMMON
y: used-
mistakenly - Interchangeably 'Bracing'
�(0.148'XV)- NAILS.'OR
Hportant.' structural riequ rement o an f toor
M.40d MX/GUN
28?x3,0*),. NAILS
O.
or roof system. ke�e?_' to the Truss. Di"Igh
-Drawing MP For 'the: bftkcIng r.e,'uI?,'&mghts :f br
each' Individual truss component. Bridging
o
i
particularly- Istrongbadk--"bHclgln!j..I'Z,:.LX.-
i
recornmenda ilon for 'a truss system to help
control Vibratiot).. In: addition to.:dIdIng,.-'in the.
distribution of point' Ibads between adjacent
"br4dbing•
1 - truss, •st-rongback, serves' to reduce
.OR , I
AT
9TRO
AN TrWCOMPAW j1h;-d-4
13723 RWn3bd D&
sung 200.I'M
M-F&4 HeIghtsimo GM3: i
,RONGBACK BRIDGING.
QG'REQUIREMENTS I I
to IV
None' riqub-ed 1
tow2v
I ragld wrkr ff gW.
nch In pc�ts)
to* 40
140
gnuwm
boun -ce or residual. from
Moving 4point l'Oqds,-sUch as footsteps,
The Performance: 6f..cx.LL `floor :systems -are
enhanced by. the. Installafth of strotig'ba.ck-
1prIdgino and thereforels:`strongly recommended
-
by Alpine,
For additional Infqwhatidn rkeijqf-dIhq stro6qbq�.*
bridging, refertp' -BCSI (BuIL61ing. Component.
Safety- Information),
LL. PSF
T
No. 708.6*1 - .D L�%. , PSF
AC aDL PSF
I?9F
Y D. -PSF
l
k .1
n1J1R�..•.9h1[''Ji�Xid.�•'�6'�"'R��r��'- :.. ... ..... ..
1. . .
'NO.l'e: 'IF' 4t, F 'OF _ i NS.-TR CTION :'f�X-M- E- G, x bdi 1q 1WRE
hf�'fitl� 1 ':Jt 4':l?'(f T 'l1 p 'F- •:: tXCli O'ffl i (0' jiJFI MrtTixAL.-
ALL
i < SZE 'AP-PAQPRTa. k. P l ':1�T CPC : ('�Fl:.�.0618E.A. PLAM-t AND.: }
Q NEt GI, T r aj. 5 N:k ,q
. • i'
x3tsi'd.iFtE.1�i�erErt ti its. .: Mac. SitdtZ 'h#[, fiK:r. .1AL xt O t.kB�FF:
.:. t s:r+�ir� At a To. 'HF �:t Vs. in's
MA
i �R�A ,` : TQ• '. Fib
s�.gY lsi�s ksij,! �'s 5 !'' lei cr Y HE �a, �#�h�'TOR: Al
:... his ,����• •I��n�k� � ��' ��,�fi•:��;lsiyc�'. -. .: .. .. ..
lb
14
r
��^•CJ1'..+'�.�j�l��":r'•,}T,-].";��'F`�'r^ta'S.1�q�:�;,:1:i.4%4:I.J.'.G.F'1'
ram. r 'ems
cm,
{ o en.
at T--Li:.,.•
.._.__ _ h A._: �' u._.��. �. �..? L.'.: ., k . 4. h.4:.. 4 : ti4. �''..0 i:h:����:S4 :i hti'i`�'��y_._� _i_� I- • ,_: 5.... _ _ _ _ _ �,
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or web member,
This design Is valld only for single ply trusses with 2x4 or
2x6 broken members, IVo 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 nalling distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member, Apply one scab per face.
Minimum side member length(s) = (2)(L) + (B)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 Members using two (V rows at 4' o,c„ rows sta gered.
Nall Into 2x6 members using three (3) rows at 4' mc., rows staggered,
Nall using 10d box or gun nails (0.12814', min) Into each side member,
The maximum permitted lumber grade, for -use with this
detail Is limited to Visual grade 01 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
cold -panel splices.
This repair detail may not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie -In loads,
s•
L L
4' o,c
�Typlco.
+ O + O + O + 0
O + O + 0 + O +
S2'
tagger
+ = Back Face loci Box (0.128' x 3', min) Nallsl
O = Front Face 2x6 Member - Triplee Raww Stagoere
Member-; Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Member
Size
L
SPF-C
HF
DF-L
SYP
Web Only i
2x4
12'
620#
635#
730#
B00#
Web Only
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
24
9750
1055#
1495#
1745#
Web or Chord
2x6
1465#
1565#
2245#
2620#
Web or Chord
2x4
30'
1910#
1960#
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
47454
Web or Chord
2x4
42
2975#
3045#
3505#
383544
Web or Cord
2x6
43950
4500#
5225#
5725#
Web or Chord
2x4
'48r
O
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
1 6660#
Nall Spacing Detail
ray�A,RR��yI��Oles R[AD AND TOLLCV ALL NOTES ON CN THIS DRAVIN01
-WORTANT, FIIRMSH TNIS DRAVW TO ALL CNTTRACTORS INCLIIDINO THE INSTALLERS.
Trusses require rrtrene care in Pabrleotlna, holrAMq, shlppho Install and braelno, Refer to an
PoDor the latest edition of Josh OuRdha Cc ponent Safety 1lnf/oreotbn, by TH and SDCA Par safri
praetkrs prior to performing those funotlone installers shall provkle temporaryy �brash par ]CS1.
bnloss noted otherrlae, top chord shall have properly attached struebral sheathirio anr� bottom a
.,a shall have a properly attacked rlOW celtm Locations shorn For prrnnnent lateral restnht of we
njj''����n shill hay. braFcFbmqD hstalled per SCSI rretfons 33. 17 or 310, as aptlicoh1r. Apply plot" to each Fa,
At
L�U 19 Refer to �arinasls ISCA i shown tw atohderr p et � posisltlons, Dstafs, whets ranted otMrvlsr,
Alpha, o dNbfon of ITV fusdhp Conponrntr Oraq Ina sAaLL et b* respenelble fora devfatton 1
AN iT11ir COMPANY Mls drorha, any faswr io bWid tM truss In cvnlornanee rHi; ANSI/TPT 1, or for F»nd a, shIPPNa.
hstallatkul L • aaA1p M trYfNR
A rral'm drosYp ar eoyrt- pa Ilstha this drarhy Mdkntrs accrptotice oP prolesabnsl
.nyNa�r,.rq�,+,e,.nslbAHy, solely far iM der^ shorn• Trr Wtahslty and use o1 fits drnrha
1339a Lskehonl Oliva Par on, a a Is In rnpdvlpNet e( job's
general
notes per kAd t T 1 web
EaAh City, MO 3045 For noes Ieltmeanian ere 4Nr at. aenaral voter i prand these reb jsitest
c4sa
ALPIhO ros�aldneltw,eanl TPh rrv.tp4rt.oral SDCN rerebePndustry,oral ICG rrrJecscfr'nra _
L
' Nlninun
L 10stnner
e
L
s
�D
L
Hlnlnum B �L�
L Distance
L
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRD1014
SPACING 24.0' MAX 11�S
l
AMTNOIA.MRA-4100-P1ETX�
VALLEY FRA
8
BC
0
TW6S-
TOL!b,9- UNDER VALLEY -r-RA-miNG
VAL�EtY RAFT—ER.C)R RIDGE
IpOlsi3,4'-M`ldr,30 psf JTL)'ajmd-26 pOf (.TDJ wx.
lo:tjo..cdppd�.:f�r aXoh rowsWiltod from th# willeys brisleepers
work(ii§*.W�.i. d 1.1, U i I....rtag I a 116W6oihatodp'te locatlons are
oyt6"6A'Q6*n ft.k.ul.r..ament'Note-,
Slfidloe-nails
4168tOE14alli
to-b-dii,
4,16iltdiii-Nill.1
3 160 t6d-'MU$.A2jth sleeper. jktruss
Rjdga:bobrd.,63 t.00f bldck
4 Ifid toe -nails
-Ridiii,80.2fir'd totruss`4
IOAOe Aiiijls
44jillri to (TW)-
yrimio.: 6tkia4g*
T-russ-t6wipphi: ,
4'16st:toe trails
Trm
4 .16.d.to e 704M
4 16d*toL-nalls.
FE ItDMM& MAIL§
14".e trusis'l6p. Ohdrds.qkid Wier I b -1 - IT. kOt LISdd,
#
�Ap (I-
I rrentN Sf imm ly 1 equ
-Maximum height; 3.0-feet yfIrs
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practiced pior id wforl*.v ..ff4 tira.
'bkVi k!)XTAl'kq .0 o o DR 801015
-%hom .9 W..G VAPNV.l
't I
bkV
t
sec ko��.O* , I
l. per Q;;�� -to
-ds qi.� b6vi.. b4&xk. WMFX rwa�:tpd 0
.3.ndard pLatv pim"t� BC. LL 0 - — .
5b
R*fW 4w, 'b" 'Ve TPU%r n CoffGrhQM* vr%n AtQw I rL .� w tw 'TbT. LD.3 4.� 61
.. . - .. . . , . . .- .. -.If .
a dy6k;. -f)[Tv & de
be mp-pasaie t
15 -
of
ABOVs
At 1,25 15
rva
L
-60
7 d
U C
p
y0
'0d
a
E 7
0 J
7 41
N Q-
O
_U
Face -Mount Hangers - I -Joists, Glulam and SCL
BB•
_._........................._.......-....._............................................._...._._..__.._............................................................ ... _.._...............-...__..........._.._......__.._.....:....................................-----....__...... _....... _-.._.... ---._.............. _... ........ _. 6
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
F1
A
Carried
Dimensions
Fasteners
Ilovua6le Loatls
Member ,
(m)
fin)
Actual
(
DF/SP
- SPF/HF
Joist
Model ,
Mm !
Code
Size '
No.;
ti Web
:Max
Species Header
.`
Species.Heatler
Ref.
(in.) ,
.
�'
o Stiff,
Reqd.
.W
H-= _
B
Face
Joist
Uplift
Floor
Snew
Roof
Floor
._
Snow
Roof
(160)
(100j
{115)
�(125)
{100)
(115),
(125)
Min.
(14) 0.148 x 3
-
70
1,660
1,805
1,805
1,425
1,555
1,555
IUS2.56/16
-
2%
16
2
Max.
(16) 0.148 x 3
-
70
1,805
005
1,805
1,555
1,555
1,555
21/z x 16
MIU2.56/16
• -
29A6
15N
21h
-
(24) 0.162 x 3%
(2) 0.148 x 11/z
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
✓
2%
10112
2
-
(16) 0.162 x 31h"
(6) 0.148 x 11h"
970
1,945
2,205
2,375
1,675
11,895
2,045
HU316 / HUC316
✓
29/16
14'/8
21/2
-
(20) 0.162 x 31h
(8) 0.148 x 11/z
1,515
2,975
3,360
3,610
2,565
2,895
3.110
113C,
1
2hx18
MIU2.56/18
•
294s
l7?/6
21/z
-':
(26) 0162 X 3Yz,.
(2) 0.1$8 x 11Iz
�230
3,174,5
4 045.
4 045,
3,220
3 480
3,480
LA
HU316 (HUC316 �. _
• ✓' .-2
h6
`"14%-,
21h.
,=
(20) 0.162 X 31/z'" '
(8) 0:148 x 11h
1513
2;975.
3;360;
'3,610;
2,565
2,895,
`3,110
21h x 20
MIU2.56/20
1-1
129,K6
197/�6
21h
-
(28) 0.162 x 31h
(2) 0.148 x 11/2
230
4,030
4,060
4,060
3,465
3,495
3,495
21h x 22:MIU2.56/20
. to26
�..
� • ✓
:2%6
19 �s
21/z
<=
(28) 0.162 x 31h
(2) 0.148,x 11/z
230
4,030
4 060
4,060
3,465
3,495.3,495
21 To 291/4
29/is" wide joists use the same hangers as 21h" wide joists and have the same loads
3 117h
MIU3.12/11
-
31/a
111h
21/z
-
(20) 0.162 x 31/z
(2) 0.148 x 11/z
230
2,880
3,135
3,135
2,475
2,695
G,VUU
2,695
IBC,
FL,
x
HU212-2 / HUC212-2
i • ✓
131A
1 10 -A,,
21h
Max.
(22) 0.162 x 31/z
(10) 0.148 x 3
1,795
3,275
3,695
3,970
2,820
3,180
3,425
LA
�_:11
HU3.25L121HUC3;25/12
t.-
- s
31/4
s'
1 lq
21h
-
.mr
(24)`O.162x31h
„(12)O.j48x3
j 'Jb
3,570
40304,335
3,OZ5
3,470
3,735
HU3.25116 / 1
HUC3.25/16
s
31h
13'3 6
�"
2%
M m.(20).0162
x 31/2'
.
8 0.148 x 3 -
( )
:7 515
2 9 5
3 360
3 610
2,560
2,890`
3,105
Max.
{26}0162.x 3,1/z
{12j 0148 x 3
1 �h
3 870
4 3654,695
3,330
3,755
4,040'.
_
3,�6 glulam
HUCO21072=SDS `,
•
3%
"9 `.
3'
1-
(12)'/4' x 2;4"SIDS
(6)1/4" x'2%" SDS
';2,045
9t31,;
,31�,
/1,31a
3,600
3,710:
3,710
FL
HGUS3T25;%0
3'/i
8s%`
4
`-
(46)-0.162x_31h
(16)�OQ62x3Yz:4;095,'9,10Cf
9100;;9,100
7,825
7,825
7,825
IBC,
';:.`
•
3'/a
"'0%a
4a
6X'/z
6'
,
,
,,
,
,9,
FLHGUS325112
LGU3.25 SDS
31/4
8 t0.30
41h:
<= .
(16)'/a' X 21Jz" SDS,
{12)1/1' x`2'/z" SDS
5 555
6 72Q
r 310.
",7 1G:
4,840
7 265;
3;26`
31/2 51/4
HHUS46
•
-
35h
1 5%
3
(14) 0.162 x 31h
(6) 0.162 x 31h
1,320
2,785
3,155
3,405
2,395
2,715
2,930
x
HGUS46
-
35h
1 41/16
4
-
(20) 0.162 x 31h
(8) 0.162 x 31/s
2,155
4,360
4,885
5,230
3,750
4,200
4,500
HUS48,
- -
3%
. 615A,
2 '
-
., (6)I0.162 x 1h
(6) 0:162 x 31/2
': W 0'
1,595
1,815
1;960
1,365
1,555
1,680"'.
31/z.x �71/4
HHUS48 -
• •,
: -
:35A
71A
3:
'-
(22) 0.162 x 31h
(8) 0.162,x 31/21,'!
p
-4 216
4 770.
�5, 140
3,615
41095!
4,415'
HGUS48
'•`
-
35h
71�s
_4
= :
(38)-0162 x 31h
--(12) 0.162x 3'h
'3 23ti
�,4fi0
7460;
,7,480,
6,415
6,415,16;415'
IUS3.56/9.5
-
ash
91/z
2
-
(10) 0.148 x 3
-
70
1.185
1,345
1,455
1,020
1,160
1,250
MIU3.56/9
-
39/16
81M6
21/z
-
(16) 0.162 x 31/2
(2) 0.148 x 11/z
210
2,305
2,615
2,820
1,980
2,245
2,425
U410
✓
3%
83h
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,965
2,120
HUS410
-
39A6
815/6
2
-
(8) 0.162 x 31h
(8) 0.162 x 31/2
2,990
2,125
2,420
2,615
1,820
2,070
2,240
31/2 9'/z
HHUS410
• •
-
35/a
9
3
-
(30) 0.162 x 31h
(10) 0.162 x 31h
3,5655
5,635
16,380
6,445
4,845
5,486
5,545
x
HU410/HUC410
• •
• ✓
39/16
8%
21/z
-
(36) 0.162 x 31h
(12) 0.162 x 31/z
3,235
7,460
7,460
17,460
6,415
6,415
6,415
HUC0410-SDS
-
39/16
9
3
-
(12)1/4" x 21/2" SDS
(6)1/4" x 2'/z" SDS
2,265
4,500
4,500
4,500
3,240
3,240
3,240
HGUS410
-
3%
9'1A6
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
7,825
7,825
7,825
1BC,
LGU3.63-SDS
-
3%
8 to 30
4'h
-
(16)1/ax 21h" SDS
(12)''A" x 21h" SIDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
MGU3.63-SDS
-
3%
91/4 to 30
4'h
-
(24)1/0 x 21h" SDS
(16)'A" x 21h" SDS
7,260
9,450
9,450
9,450 16,805
6,805
16,805.
IUS3.56/11.88 --�
• "-'
�3s/a;
i1?/e, ,
, 2 ='':=,
(12)'0.148'X3 .
_
;;'0 „
14,20
1,615?
1,745
1,220:
1,390
1,485
31z x 11'A
"
ivuU iob1 i I
(•
-
i:ns
ll:%
U414 --, ., ,
! w•`
• ✓
3�46
i0`�
-' 2'
• -
(16) Q.162 x 3'/z"�
(6) OJ98 X'3
HHUS410 , '
•, `•`
-
35W
9 s
'3-,,=
-
(30) 0.162 z 31h,
s(10) 0:162 x 31h-
HU5412
• +`
-
39h6
101h= .
_ 2.-
-
(10):.162 z 3'/z
'(10);0.162X 31h
HU412 /=HUC412
•- •
39/16
10,%'
21/z
_.
Min.
, (16) 0,;162 x 3'h.
(6) 0148 x 3 q
Max.
(22) 0.162 x 31h °;
(10)-0.148 x 3,
391s
11
- ,'(14)'Yn'"°'x
21h" SDS
(6)1/4" x 2h"-SDS
HGUS412
•
-'
3%a
" 1077 6 , ,
.4.
-
.(56) 0.162 x31h
(20) 0.162'x A
LGU3:63 SDS - ,.
•''�.
- -
35/a
" 610-36' �
41h
-
(16) W, x 2W' SD$
(12)-1/<" x 21h" SDS
MG113 63-SDS -
; ' -
35h
91/4 to'30'
4Jz
= :
(24)1/4'" x 21h" $DS
{16) /4' x21h" SDS
HGU3.63 SDS "
•; +,'I
-. _
`3%,'
11,td 30
41h:
�,-
(36)1/V''x,2'h" SDS 1
(2 4) 114 x 211iV $D;
146 See footnotes on p.150.
4,840
Simpson Strong-Tie®,Wood Construction Connectors
Adjustable Truss Hangers
�`�EREO
W
9J
d
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
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 attachment 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'h" 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
1 -1li for
THAC422
tar
122-2
426-2
01"THAC422
Face nails Top nails
per table per table
THA418
Double 42 — 2 face nails
Use full table value (total)
Single4x22r�I)
ails
See
nailer tabl
" 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 heads
® Double -Shear
Double Nailing Dome DoubleShear
Shear 1 Nailing Side View
Side View; j
Nailing n Available on
Do not
IV
Top View g „"� bend tabsome models)
"a/ 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
iyNicai I nnca
Top Flange Installation
'er to
tnote 5
p.187
186
THA/THAC
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
u
0
Model
No.
�a'
Dimensions
Min.
Top
Flange
(in.) "
Min.
Header
'Depth
Uri)
Fasteners
(in.) �`
Carrying Member "' Carried
Top = Face- Member
AF/SP
= 1111owable Loads
Roof /
Uplift Floor Snow ; Wind `
(160) (1110J (115) '1251f60
( )
SPF/HF '
� Allowable -Loads
Roof /
Uplift Floor; Snow Wind
'(160) (100) (115)
G125/160)
Code
Ref.
W .
H
C
,,;
T`ap:Flange
Ins2agatlon
THA29
18
l s/a
91'tis
51%
11/2
—
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
1,750
1,750
1750
450
1,330
1:330
1 1,330
27A6
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2:610
2,610
2,610
450
1 985
1,985
1,985
THA213"
18
� Isla
13'A6
5/2'
2
—
(4) 0.148 x 3
(2)-0.148 x 3'
(4)A:148 x 1'/z
..
.... _
THA218
18
15/a
173/s
51/z
2
—
(4) 0.148 x 3
(2) 0.148 X 3
(4) 0.148 x 1'/z
—
1,460
1,46(J
1,460
—
1.11U
i,1 10
1;110
BC
THA218-2;
16
31/a
1711tis
:8�
2
—
(4)0.162 x 31/2
(2) 0.162�x31/2
(6) 0.148 x 3
.
_= '
1960.
1,995
1,995
—
;490
<,515'
1,515
FL,
THA222-2
16
3'/s
22Ys
8
I 2
—
(4) 0.162 x 31/2
(2) 0.162 x 31/2
(6) 0.148 x 3
—
1,960
1,995
1,995
1,490
1.515
1,515
LA
THA413 `
=18 "�
3%
131A6
41/2 ,1
2'
—
(4),0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 3
'1 630 _
—
1,165
1:165
;165
THA418
16
3%
171/2
77/a
2
—
(4) 0.162 x 31/2
(2) 0.162 x 31/2
(6) 0.148 x 3
—
1,960
1,995
1,995
—
1,490
1,515
1,515
=THA422 ",
-i6
3s/a :
6 22
77%3
2 "
(d) 0162 x 3Uz
(2) 0162 x �3.1/2
(6) 0:148 x 3
—
io ?fi
t 0
1 nos
=,d 37
THA426
14
3%
26
T%
2
—
(4) 0.162 x 31/z
(4) 0.162 x 31/2
(6) 0.162 x 31/2
—
2,435
2,435
2,435
—
2,095
2,095
2,095
THA422-2'
14 `
71/4
2211/s
93/4
�" 2
—
(4) 0162 x 31/2
(4) 0.162 x:8%
(6) 0.162 x 31h
'—
3,330
3,330
3 330 "�
—
_2,865
2,865
2,865
FL
THA426-2
14
71/4
261/is
93/4
2
—
(4) 0.162 x 31/2
(4) 0.152 x 31h
(6) 0.162 x 31h
—
3,330
3,330
3,330
—
2,865
2,865
2,865
1'
, -z
Faoe Blount
(Max } Installation
THA29
18
1 %
91%
51A
—
91'ti6
—
(16) 0.148 x 3
(4) 0.148 x 3
5525
2.265
2,265
2,265
450
1950
'1950
1950
THA213 'i
18
14%a
13s/is
5112
.=
•131A6 -
(14) 0.148'X 3
(410.148 x 3
5
;2,3
. 2 1 _:
32,450
735
1760
2010
2105
THA218
18
1 sh
173/is
51h
—
17-M6
—
(18)0.148x3
(4) 0.148 x 3
855
2,450
2,450
735
2105
2105
2105
THA218 21
16
318
1711/16
8'
° —7
141ti6
(22) 0.162x31/z
(6) 0:162 x.31x
1 $55
34f
, 310
a , 310 .
5,595
2 ¢:4a
Z,845
2.845 �'
IBC,
THA222-2
16
3%
223/is
8
—
141/+s
—
(22) 0.162 x 31/2
(6) 0.162 x 31/x
1,855
3,310
3,310
3,310
1,595
2,845
2,845
2,845
FL,
LA
THA413
18
,3%
118161
41/2 -I
—
13%
—
(14) 0.148'x3
(4J 0:148 x 3
,8
? 04
? 34
;..? 45
1 735
1,780
2 010
.2:105
THA418
16
3%
171/2
77/s
—
106
—
(22) 0.162 x 31/2
(6) 0.162 x 31/2
1,855
3.3-10
3,310
3,310
1595
2,845
2,845
2,845
THA422 ;,
161
3%
22
.77/
"— ,
', 14% .
" = _ -�
(22) 0.162 x 31h
(6) 0:1$2 x 31h
1, 855
1 3 10
s,110
` s 310
1595
1.840
2,845'
2,8 45
THA426
14
3%
26
77/a
—
161A6
—
(30) 0.162 x 31/z
(6) 0.162 x 31/2
1,855
4,415
4,480
4,480
1.595
3,795
3,855
3,855
THA422-2,
]4
'71/4
22t1/s
9�K
--
16%
—
(30) 0.162 x 31h 1(6)
0.162 x 31h
l=,"855
5,170
5 520
i'5 520
1,595
4,445-
4,745
4,745
FL
THA426-2
14
( 71/4
261/is
93/4
—
18
—
(38) 0.162 x 3'h
(6) 0.162 x 31h
1,855
5,520
5,520
5,520
1,595
4,745
4,745
4,745
1. Uplift bads have been increased for earthquake or wind Loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
S. 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 bads 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 W 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 Ooist) 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 fisted diameter by length. See pp. 21-22 for fastener information.
Simpson Strong-De®.Wood Construction Connectors
Face -Mount Joist Hangers
�j
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 deuble-shear hanger series, ranging frorn the ligh capacity
LUS hangers to the highest -capacity ; iGUS hangers, feature-,
innovative double -shear nailing that. distributes the load through
two points on each jo st 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 specked fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed for welded or nailer applications.
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
m
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
Do not bend tab
??
Dome Double -Shear
Nailing Side View
t `
(Available on
some models)
1' for 2x's
1'Ae"for4x's�
fl
a_ ?
a,
B
LUS28
HHUS210-2
elm
MUS28
4 ,o
>o
c'
HUIS210
(HUS26, HUS28,
and HHUS similar)
0
a-
sa °
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
r•'1
193
Simpson Strong -Tie° Wood Construction Connectors
Face -Mount Joist Hangers (cont.)
Model
No
Min
Heel
Height
�Ga.
Dimensions (in.)
Fasteners
W , ,'
-H3
�B
Carrying:
Member e
Carried
Member .
Single 2x Sizes
LUS24
2W.r
'18`
19/is.`
".3'/e
;13/4
,.(4)0.148x3;`'
(2)0.148x3
LUS26
4?ra , _
19/6 .'
43/4
13/a .
., ,(4)0.148 x 3 - "
' (4)10.148 x 3
MUS26
47MG
18
19/16
51i6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
46/i6
16
1 %
53/a
3
(14) 0.162 x 31/2
(6) 0.162 x 3'/2
HGUS26
4%4
12
1 %
5%,
5 .
`(20);0.162 x 31/2`
(8) 0.162.x 31/2
WS28
43/s
,18_
1 %6
66i'a
13/a '
° (6) 0.148 x 3
-(4) 0.148 x3'
MUS28
65A6
18
19A6
613A6
1 2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
1 %
7
3
(22) 0.162 x 3
(8) 0.162 x 3'h
HGUS28
69A6
12
1 %
71/a
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
LUS210
41K
18
19/,6
'713
/
13/.
(8)08x3
(4) 0.148x3
HUS210
8%
16
16/a
_911
3
(30) 0,.162 x 31/2
(10) 0.162 x 31/z
HGUS210.
8%/
12
15e '
6ma
5
(46);0.162 x 3lii
(16) 0.162 x 3yk '
1. See table below for allowable loads.
These products are available with additional corrosion
protection. For more information, see p.15.
® For stainless -steel fasteners, see p.21.
Many of these products are approved for installation
t with Strong-Drivell SD Connector screws.
See pp. 335-337 for more information.
a
"
s OF Allowable
Loads
: SP Allowable Loads
SPF/HF Allowable Loads
code
Model
No
U,phfti146oi:f��Snduu
(1,00)=�(113)
,Roof::
(125)i
„Wmd ;;
(160)`;
Upliftl°floor,Fo
` (160),
(100)15)
ow"
Roof
.-(125)
Wind°
(160)
llpliftl
"`F(160)
Floor
(100)
_..
Snow
'.(115)
Roof ` ,Wind
(125): (160) _
Ref.
Single 2x Sizes
LUS24..
�76 .
._820
_1,045s'-.7?.5
t825.
890 _
'1, 0
. 360'
495��"°
565;
605" `,
770 �i
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
785
1.000
IBC, FL,
Tv1US26
295
1430
1 560
1 zu,,;
930 "
" 1,405
a60
1; I60
1;5i0 .
81t
955
1090�
1,180 j
35
LA
HU526
1,520
2,735
8,095
3,235
ID
ED
19
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp.98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed onh, 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 bad 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 bad 0.41 of table load
W > 6" Bevel cut 0.85 of table bad 0.41 of table load
Acute
'side
apeeuy dnyie
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
194
LUS/MUS/HUS/HHUS/HGUS
These products are available with For stainless
10 additional corrosion protection. ® steel fasteners,
For more information, see p.15. see p. 21.
SS>
e
Many of these products are approved for installation
9 with Strong -Drive° SD Connector screws.
See pp. 335-337 for more information.
Model "
No -� -Height
Mm..
Heel
Ga
z, -
'Dimensions (in)
W N e
Fasteners {In)
Carrying"_" Carried
'Member : Member
DF/SP Allowable
Uplift Flaor;'Snow
;(160) (100) ;
Loads
Roof Wmd
`(115) (125) (160)
SPF/HF Allowable loads
Uplift.'Floor Snow` Roof Wrrid
(160) (100) (115) ; (125) (160)
Code ;
Ref.
Double 2x Sizes
LUS244,''
2'14-
18
3'/e;
3�/s'
2
�'(4) 0.16Z 3'h
'','(2)•0.1620,1/z
=-�:7,C�
80Q-;
905..,'�80
,1;245,
355 +
-690 :
780':
845 '-1,070
LUS26 2'
-49/eh
.18-;
31/e
,4?/e
'"2
(4) 0;+7_62x3Yz,;',(4)
0.162 X3'z .
l,i)(jv,
1,030
„1,170,
1;265
1�595;
910
885
1;005`
1,0901,370>
HHUS26-2
06
14
3%
5%
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
1,320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26-2
49/6
12
35/16
57Ar
4
(20) 0.162 x 31/2
(8) 0.162 x 31h
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170'
4,445
4,795
WS28 2= .'.
'49h6
18-
31A-
• 7
2
(6)•0162x31h,
'' (4) 0.162,z31h
1,4E
1315j
;i 490,,
i 1,610
'2,030,.�910
1;130
1;280`'1,38&:
1,745
IBC, FL,
HHUS28 2
69Ji6,
14 ,
35ti6
"7?/a
3
.(22)'0162 x 31h `
�_ {8) 0.162 �X 3'h
1 .^'<80
4 265:
4 8101
5;15&
.5,980'
1,515 ,
'3;670a
4,135,
4,435
514'5,
LA
HGUS28-
>6s/�6'
12 ;
3:%16
736..
4
RUJ 62 01/V;
,(12) 0.162 x 31/23,235
7,460
�7,460
17,46D
,7,460>
"2,780,
6,415
6,415
6,415
6,415
LUS210-2
6346
18
31k
9
2
(8) 0.162 x 31/2
(6) 0.162 x 31/2
1,445
1,830
2,075
2,24.5
2,830
1,245
1,575
1,785
1,930
2,435
HHUS210-2
8-%
14
3-Aa
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 31h
3,550
5,705
6,435
6,485
61485
3,335
4,905
5,340
5.060
51190
HGUS210-2
89/r6
12
3546
93/i6
4
(46) 0.162 x 31iz
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
HGUS26-3
�12
41,�s
51/2,
_A
(20)'0�162�x3'Iz",,
(8)0.16Zz3%2
2155
4340
4�85D
51'70
55,
,1;555
3730
4,170�
4,445
;4,795`
IBC, FL,
HGUS283 y-61�96"
`12
41 a
7?(1
' ��4 .,(3�)4162111x31%2
,(12)0.182z31h
3,238
7,4609
7460
7460
7460:
2;780"'6415
6.415
6,415
6,416-
LA
HHUS210-3
83/s
14
41%6
87/a
3
(30) 0.162 x 31h
(10) 0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
VM6
12
0`46
91/4
4
(46) 0.162 x 31/2
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
HGUS212=3 -
1`05W ,
12 -
4"Vit
10-14
(56) 0162 X ' 1h-
(20) 9.162=x 31h
,'691
9,04
. "45,
9,()45'
9,Od5
47900
7,780
7,780
7.
7,780
IBC, FL,
LA
HGUS21473
12 a "
,12
41*
.123/4
;4..
,(66j 0162 x 3'h-
,(22)'0.162 x 31h
5;695'
10;125
10125,
10125
r10;125
4,900
8,190
8190.,
,8;190
:8;190
Quadruple 2x Sizes
HGUS26-4
I; 511h s
�12
6946
5346'
='4
' (20) O j62'z 31/2
- 8) 0.11. 62 x 311W
4155
4 340,
=4 850
5,170
5,575'
-1,855'
3,730
,4,170'
4,445',
4,795
IBC, FL,
HGUS28-4
71/4
12
61A6
73A6
4
(36) 0.162 x 31/2
(12) 0.162 x 31/2
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LA
HHUS210-4
83/a
14
61/s
87/s
3
(30) 0.162 x 31h
(10) 0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-4 .
" 91/4"�
12" -
69A6
9'/i6.
`,4" "
(46)0162 x 31/z
' (16) 0.162 X 31h
4,095
9100s
�9,100
j 9,100
, 9,100�
3,520
7,825
7,825.
7,825
.7,825
HGUS212-4
'105h.
'12
69h6
10%
'4
(56)0162x3'/x'
(20)0162"ic31h
,t9>
9,(}17,
`15,";1,(l4'
9,(�r�
9(}0
7/rs0
7.780
t,780
/780
IBC, FL,
LA
25ia
12
1
A
4
(66) 161/i(22)`0.162
,
$
10
8,710
8,710•-HGUS214=
4x Sizes
LUS46
4%..
18-.
39�6,"43/4'
>'2 .'.(4)0.162x31h
,(4)0.162x3M2
!`,66
1030
j,1170,
1"265.17,595:'
910
5885
=1,005,
1.090''
1;,370
IBC, FL
HGUS46 =
4346---
-12
31/a
47A6
4
'(20) 6162�x 31/z:
`(8) 0.162 z 31h ,
2155
4,340
:,4 $50,
5170
5 575
1;855
;3730
4,1704
4;445'
i4,795
HHUS4(i ')
45ie�
"14,
35%
53/6
'3 '
(14} 0102 x 31/2
(6) 0'.162 z 3re
1
2 83Qz
3190+
:3;4
4 2b0'I
11 5,
2;435
2,745"
,935'
_$,655
LUS48
43/s
18
39A6
63/4
2
(6) 0.162 x 31h
(4) 0.162 x 31/2
1,060
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385
1,745
IBC, FL,
HUS48
61/s
14
39/6
7
2
(6) 0.162 x 31h
(6) 0.162 x 31h
1,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
61h
14
3%
71/8
3
(22) 0.162 x 31/2
(8) 0.162 x 31h
1,760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67A6
12
3%
711A6
4
(36) 0.162 x 31h
(12) 0.162 x 31/2
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
Wwo 3
:61/4 ;,`
`18
39h6
83/4 ;
";2
(8)�a j62.01/2 ?
' (6) 0.162 X 31h.
h;44
1 830,
2 075
2;245
2 830
7 245,
�1,575
1 JW1
1,930',
,2,435
HHUS410 `.
:"83/e'
14
.39%'
9
.` 3
(30) 0 . x 31h"
(10) 0.162 z 31h
a 650
5 705
16 435
8,4fis
G 485'
'..c65
4 905
5,535
a,,,, 5'
5,575'
< -
8?
ti,
-I1
31
31h4
,0_9.5.
91
3,520,
.7,825
.7,825
7,8257'25HGUS410.
,
LA
HGUS412
107AG
12
35A
107A.
4
(56) 0.162 x 31h
(20) 0.162 x 31h
5,695
9,045
9,045
9,045
9,045
4,900
7,780
7,780
7,780
7,780
HGUS414
117A6
12
35A
127/%
4
(66) 0.162 x 31h
(22) 0.162 x 31h
5,695
10,125
10,125
10,125
10,125
4,900
8,190
8,190
8,190
8,190
Double 4x Sizes
HGUS7.37/10'
- 87h6;
12 .:
" 7,%
S ti61
�'4 ,
7(46) Q.162 X -31h
`(16) 0?62'z q1W
3,430
9,095
;9,695,
9,`095-
.9;095.
2' 50
7,820
f 7,820'
,7,820
�7,820'.
,HGUS7.37/12
,.107A6
12
7%'
10946
4.
(56)0€16,2 z 31h
(20),0162 c 31h.
3 835
9,24
9 295
9;295
'9,295'
3,30,
7;995
7,995:
. 7;995'
.7,995'
FL
KUS7.37/14"
',_MA,
12 -
.7%
12%
`4 1
'(66) Or162,z 31/2•
(22) 0:162;01h
5;080
10 500
]0 500
10 500
10,500
4,370
9,030 1
9,030.
9,030
9,036
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 bads. For less than minimum heel height, see technical bulletin T C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong-Tiee Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2' nails in the header
and 0.162" x 31h" in the joist, with no load reduction. With single 2x carrying members, use 0.148' x 11h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
ems,
195
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/s". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/6" per ASTM D1761 and D7147). See technical
bulletin T C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
m
Finish: Galvanized
i
0
Installation:
Use all specified fasteners; see General Notes
Can be installed filling round holes only, or filling
V
round and triangle holes for maximum values
N
See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
Options:
0.
• 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-Driv& SD fasteners.
Codes: See p.12 for Code Reference Key Chart
196
Min. heel
height
pertable
Many of these products are approved for installation with Strong-Dr'iveo
SD Connector screws. See pp. 335-337 for more information.
HTU26
11m
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
Typical HTU26
Minimum Nailing
Installation
Altemate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
Min •.
Model . Heel
No.
Helgbt
-Dimensions (in) Fasteners:(m)
,
Carrying ;Carried
W r H 8"' ;Member 4=Merdber 3
DFISP Allowable loads
Uplift Floor, ,Snow "hoof Win
n(160)', ,(100) + (115) {125)„ ';(160)".
�SPF/HF Allowable Loads
•Upliff„ Floor Snow Roof," Wind
(160); (100} (115) (i25)" , (760)
Code
Ref. "
Single 2x Sizes
HTU26
31/2,
"15h
57Is
31h:
(20) 0.162 x 31h"
.(11) 0.148 z 11/z ,
i645
2,nZu
.�,E70.
'D2 e .0 ,
z;670,
550
680
. ,a"a0
1;680
" i,686
HTU26 (Min.)
37A, "
15/8
57A6'
Th .l
'(20) 0.162 x"31/z
(14) 0.148 x 1112
1250„
2,940°
:-3,200 :
3y200 ;
3;20o:
1,075,
1,852
2,015
2,015
2,015
HTU26 (Max.)
51h "
1 a `'
57/is
31h"
(20) 0.162 x 31h
'=(20) 0148 x11h
1,555
:2i940
f.^2: ,
:z; 80 -
-4 i 010 `
1,335`"
2,530 -..
Z855
3,080 :
3,450
IBC,
HTU28 (Min.)
37/8
15/8
71As
31h
I (26) 0.162 x 31/2
(14) 0.148 x 11h
1,235
13,820
3,895
3,895
3,895
1.060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/s
71As
31/2
(26) 0.162 x 31/2
(26) 0.148 x 11h
2,020
3,820
4315
4.655
5,435
1.735
3,285
3,710
4,005
4,675
LA
HTU210 (Min.)
3Us
: J SA',,
91A6
31/z
".(32) 0.162 x 31h
=(.i4) 0.148'x11h
1;330`
�,3'0 ;
`' ,300.,
r-;300
_4;36,
1,145
3,225
�;220
3;225
:3,225
HTU210 (Max.)
91/4
15/11
1 9?46
1 Th
1(32) 0.162 x 31h
:(3210.148 xs11h
;3;315,
4,705 -
~' 10 -
5 730"
f5 995'
2,850
4,045
4.565
4,930
;5,155
Double 2x Sizes
HTU26-2 (Min'.)
A :
35 6
' 57/ts-
31h 1
`(20) 6.162 x 31h
_ �(14) 0148;x3
.1,515• ,2 946
=,3 42 .
.3;580
3 910 �
1,305=
1,850 ;
2,090
'2 255'
2,465,
HTU26-2 (Max,)
5 hh_
.3%h
"57As'
31h ,
" (20) 0.162 x 31h ;
20G� -0.148 x'3
-;2,1'7,5 � 2;940;
„ ;,3?fi ,
,. : x0.
t k 4480."
.1,870
2,530
`24855
081:.3;855
HTU28-2 (Min.)
37/8
3`341s
71A6
31h
(26) 0.162 x 3Y2
(14) 0.148 x 3
1,530 3,820
4,310
4,310
4,310
1,315
2,865
3,235
3,235
3,235
166.
HTU28-2 (Max.)
71/4
35As
7116
31h
(26) 0.162 x 31h
(26) 0.148 x 3
3,485 3,820
4,315
4,655
5,825
2,995
3,285
8;710
" 4 0f15
",010
FL,
LA
NTU210-2-(Min)
" 3%"; °
3%
91A6"
,3 1,1
(32) 0.162 x 31h °
'<(14) 0.148x 3 "
4:,7555.4J054
4 815..4
815 '
-41815.
1,510.
13,530,
3,610
3,610
3.610'
HTU210.2(Max.)
I 91/¢ :
35As=
91,16
3112.
.(32) 0.162 x 31/2
,(32) 6.148°x 3
, 4,i16 14,71061
' o,a13
5 3u
f,51)
3,535
41045'
4 565
4,93 0
5 605-
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 1/8' and 1h°, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may omit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie" Connector Selector"' software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 11h° nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
HTU
Face -Mount Truss Hanger (cont.)
Many of these products are approved for installation with Strong-DriveQ9
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
-Min.
Fasteners (in)
DF/SP Allowable Loads �'
SPF/HF Allowable'sLoads
Minimum
Model
No.
Heel
Height
Carrying
Carrying
Carried `
Uptrft
j Floor
`Snow
" Roof
` Wind,
,Uplift
Floor
Snow.
Roof
Wind
Code
Ref.
(in.)
Member
) Member
Member,
_
(160)
(100)
715)
(125)
` (1611), ,
"-(160)
(100)
(115)
(125j
(160)-`
HTU26 (Min.)
37/s
(2) 2x4
(10) 0.162 x 31h
(14) 0.148 x 11/2
925
1,470
1,660
1,790
1,875
795
1,265
1,430
11540
1,6 i5
HTU26 (Max.)
51h
(2) 2x4
(10) 0.162 x 31/2
(20) 0.148 x 11/2
1,240
1,470
1,6630
1,790
2,220
1065
1,265
1,430
1,540
1 01:0
IBC
HTU28 Max.
71/4
2 2x6
20 0.162,x-3Yz
26 0.148x1112
„1,970--
2,940'
"3,120'
3',5 3.
3;905"
1;695
2,530 -
2:855
1',C80 ;
3,360
FL, LA
HTU210 (Max ),
91/4
(?) 2x6
�'(20) 0.162 01/
(32);0148 x T1h
2 7fi0
2 940
3:'20
158
3 905„
2,375
2,530 _
2,855
`3,C80
',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 F.sted diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Min.
Dimensions (in.) Fasteners (in.)
DF/SP Allowable Loads:'
SPF/HF Allowable Loads
Model
No.
Heel
Height
. W
H
g Carrying
_ Member
Corned " -
Member
Uplift
(160)
;.Floor
(100)
A.a
Snow
(115)
Roof
(12b)
Wind']
(160) ;
Uplift
(16D)'
Floor
(100) ,
-
Snow
(115)
Roof
(125)
Wind
(160)
Code
Ref.
Single 2x Sizes
HTU26
31/2
14
57fs
31h
I.(20) 0.162 x 3'/r
(11j 0;148 x11/z
6'5
:'2 �95
f s?5
?,395.'
2 �95
545
. 14'.0
1,517 .
-1,510
1:510
HTU26(Min);=-
371e
1ga ,
57fs-
31h "
(20)0.162.x31/z
(14j0.148x=111
i 175
2940
3iDD,
3100;
3100
1,010
'1955
1,955
1,955
1,955
H i U26 (Max.} ` =
51h
' 16/e
57/s
3Yz
(20) 0.162 x'3?/z
(20) 0.148 x 11/z
1 215
2 940
9
3 5 "10
130
1,045
1,850
�.090
?,285 '
?_,?85
IBC,
HTU28 (Min.)
31k
1 %
71ti6
31h
1 (26) 0,162 x 31/2
(14) 0.148 x 11h
1,110
3,770
3,770
3,770
3,770
955
2,825
2,825
2,825
2,825
FL,
HTU28 (Max.)
71/4
1 %
711A6
31h
(26) 0.162 x 31/2
(26) 0.148 x 11h
1,920
3,820
4,315
4,655
5,015
1,695
2,865
3,235
3 A90
3,765
LA
HTU210 (Min.)1
37h
15% '
9M6
31h
(3 2) 0,162 x 31/2
(14) 0:148 x 11h
1 250
3;600
3 60
3,600
3 600
1,075
2,700
2;700
2,700
2,700
HTU210.(Max.)
9'/a
16/a.
9A6
31h
(32) 0.162 x'31/2a
`,(32) 0.148 x 11h
3 256"
-4,705
5 020
5 020',
020
2,800
'3,530
3,765':
3,765
3,765
Double 2x Sizes
'HTU26-2 (Min)',,
37A
3% :
57Aa
31h
(20) 0.162 x 3Yz
(14)'0.148 x 3 `
i 515
2 94D,
a 32,
,3,500
, 3 500,;
1,3051
2,205
2,205
2,205
2,205
HTU26-2 (Max.)
_,.
51h '
3 hfi
57&
31/2
(20) 0.162-x!31/x
- (20) 0.148,x 3
1910
2,940.
3'3210
3 500'y
31500 -
1,645
2,205
-2,205
2,205
2,205
HTU28-2 (Min.)
37/e
34'i6
711A6
31h
(26) 0.162 x 31/2
(14) 0.148 x 3
1,490
3,820
3,980
3,980
3,980
1,280
2,865
2,985
2,985
2,985
IBC,
HTU28-2 (Max.)
71/4
3 V1 6
711A6
31h
I (26) 0.162 x 3%
(26) 0.148 x 3
3,035
3,820
42315
4,655
5,520
2,610
2,865
3,235
3.490
4,140
FL,
LA
HT6210-2 (Min.)
( 3'%
3%
91f6
31h
,
(:(32) 0.162 x'31/2,
1, (14) 0.148 x 3
1 755
4;255
4;255
4 255'
4 2b5 •
1,510
3,190
3,190
3,190
3,190
HTU210-2 (Max)
" `911A
1 8%
9'%
31h
I (32) 0.162 x3112
"-(32) 0.148 x 3
3 $55
4705
5 a r
` 71j1
6 47D;<
-3,315
3,5,30
3,980
4,300
4,855
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between %" and 1h°, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable loads in accordance with ANSkTPI 1-2014. Simpson Strong -TO 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 1 V 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.
A
197
SimpsonStrong-Tie° Wood Construction Connectors
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/is" 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 HUG shown in this catalog, the user may
substitute all face nails with 1/4" x 1 3/4" TitenO 2 screws
(Model-fTN2-25134H) for concrete and <" x 2g41' Titen 2
screws (Model -11 N2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the savin
lumber or B.NP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX° and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 1 %" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1s"-diameter hole to the specified embedment
depth plus 1/2".
• Afternatively, drill the 3/s"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/is" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/18 x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
Of 37A" is required as shcroin in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 11/i' is penritted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
1 ile
edge Ji I
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
rA
L
0
d
C
'0O
r_U
Al
d
O v
to r—
� V
237
HU/HUC/HSUR/L
_ . . . . ... . .. . .. . . ... .. . .. . . ........... . ...................................... .......... . ............ ___ ............. .............. . .. ..... ...... . ..... .................. . __ . . .. . ................
Medium -Duty Face -Mount Hangers (cont.)
05 These products are available with additional corrosion protection. For more information, see p. 15.
I
tdners =
. ...... ..... . Allowable Loads 6F i
n.
V
-
Concealed.
GFCMU
ConcreteStandard
Joist
P
-,f:pqwq
'PPI
own
TitenO,2,:�_'
.12
HU26
HU26X
(4) 1/4 x 23/4
(4) 1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
HU28
HUAk
1/4-x 23!�
P'
'j,� x 3
6) 1
(4)0.14 x 1112
8,
r'7*�
1�§00
2400
HU24-2
HUC24.2
(4) 114 x 23/4
(4) 114 x 13/4
(2) 0.148 x 3
380
1 1,000
380
1,545
�HU2&'2�(Max)HUC
2&'2--,-,
�(12)10 2,1�4,�
il �/4
(6) 0,148 x 3
......
............
;'d 6
HU26-3 (Min.)
HUC26-3 (Min.)
(8) 1/4 x 23/4
(8) 1/4 X 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) 114 x 23/4
(12) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU28'-2 (Min.)'_(10)
1/4 23/4
4
4 x1 3/
(4) 0.148 x 3
500:
HU2�-2'�Mex.)_,
�PC2872 (Max.)
NN4
(6,0.14 8'x 3
:�-,:11,135 �!i
HU210
HU21OX
(8) 1/4 x 23/4
(8) 1/4 x 13/4
(4) 0.148 x 11/2
545
2,000
760
.2,415
HU210,-2 Min.
'2 (Min:)
HUC210-
4 X
13
• (6) 0.148.x 3
�j "'13 0"',
86�,�
-'_�i-,4;920
HU210-2 (Max�.)
HUC210-2 (Max.)_
(18) lax 2,3/4
(1 -114:
(10)0.1 x 3
1 00,
"'4 500
1 80V
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 1/4 x 23/4
(14) 1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18) 1/4 x 23/4
(18) 1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212
,ijl.1212X
'(10) "A X:? �/4,
1
%1�,x?lii44
(6 )'0.148 x "1/2'"
1
�..'l
"",::
���2 500""
..........
5'�'
2665
HU212-2 (Min.)
HUG212-2 (Min.)
(16) 1/4 x 23/4
(16) '14 X 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(2 2) 1/4 x 23/4
(2 2) 1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU212-3 (Min.)
HUC2112-3(hiin.l
(16) ?14 x 2 3K -
(16) 1/4 x:1 � _'
-
(6)0.14 8x�
0060
-1 ��'
I
�4;920
�U21�-S (Max�.).
�0212 3 (Max:);11(22)
14X
X 1 �14
1 0) 0.148 x 3':,
:
, 5 85�'
I 800,
��5;085
HU214
HU214X
(12)1/4 x 234
(12) 1/4 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
-HU214-2(Min.);;
�IJU14-2 (Min.)`'
-(18)1/4 x 244,.-
t �(18)1v4 iaw�:
X
8 0.148 x 3
1,11.1214�2'(Max.'I�
HUC214�2 (Max.)
.7 7
(24) 1/4 x 23/4'-
'(24 4,X' 13/4
�_(12). 148x3
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.)
HU0214-3 (Max.)
(24) 1/4 x 23/4
(2 4) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
'HU216
�U216X'
'(18) 1/4 x'23/4
ri 8) 1A X 11/4,
(8) 0.148 x 1
15
.
!�,,:2;920
.....
HU216-2 (Min.)
HUC216-2 (Min.)
(20) 114 x 23/4
(2 0) 1/4 x 11/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26) 1/4 x 2Y4
(2 6) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216-3(Min 7y
-��'HUC2164 (Min.)',(2
0) 1/4 x 2 3K
(20),1/44 4 3/4
.1 3
(8) 0' 48 x
5
4 920;i
1515'
4920
HU216-3 (Maxi:
HUC216-3 (Max.)
(26)!/4,x23/4.
13/4,
-(12) OA48 x 3
5,085;
„2,015
5j()85
HU7 (Min.)
(Not available)
(12) 114 x 23/4
(12) 1/4 x 11/4
(4) 0.148 x 1112.
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) 114 x 23/4
(16) 1/4 x 13/4
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
' available)
(Not
4,x 23/4:,
B)'144 X -1 '/1
-6.148 x1 1h
23T���
0
HU9 (Max)_T-NNot
avallable)
(24) ^I4 x 23/4
4'
-,(10)P.148x,l'
"44
735
35
HU11 (Min.)
(Not available)
(2 2) 1/4 x 23/4
(2 2) 1/4 x 13/4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(3 0) 1/4 x 23/4
(3 0) 1/4 x 13/4
(10) 0.148 x 1112
1,445
3,735
1,445
3,735
HU14 (Min.)
(Not available)
(28)1A:x 23/4:'-
4�x 1 P/4
(28)/
(8) 0 .14 8 x,1 112
5�:��
J'A 51
H U 14 (Max -4`-(Not
available)
(36) a23/4 '1'
1/4 x 13/4
X
.1 :04) OJ48
Code-;
Ref.
238
STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES
B/SKIS F PLAN
UPLIFT/SHEAR ANC
EACH TRUSS - SEE
PLAN
aaa���a��a�iaaa�a�■
a�a�aaaaaa�aaa�aa�
B/5KI f'
NOTE: ADVL FRAMING NOT
SHOIW FOR CLARITY
RAISED HEEL TRUSS 5EARINGI'A1
BCALE, NTe SKI
ROOF SHEATHING- SEE
SOFFIT/FASCIA- SEE ARCI
RAISED HEEL ROOF TRUSSES
-SEE PLAN
w a
RIBBON BOARD-
SEE SCHEDULE
FOR SPACING t
.IBBON BOARD- SEE
FASTENING TO w N
CHEDULE FOR SPACING !
TRUSSES
ASTENING TO TRUSSES
WALL SHEATHING -SEE PLAN
-=
MIN. 15/32' CDX PLYWOOD OR
1/16' OSB WITH Sd GUN NAILS
-MASONRY WALL-
(0.131' X 2 1/2') B 6' O.C. TO
—UPLIFT HEAR GYP. CEILING-
SEE PLAN
RIBBON BOARDS
ANCHOR EACH SEE PLAN /
TRUSS- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRUSS
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRUSS IBEARING B
BGALE. NT0 SKI
RIBBON 5CHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
vult=165 MPH
(2)12d GUN (0.131' k 3')
lVae MPH)
2X4 SPF02
24'
TO EACH TRUSS, (4)
EXP.
XP1
B,
ENCLOSED
NAILS AT JOINTS
Vult=180 MPH
(2) 12d GUN (0.131' k 39
(Vasd=139 MPH)
EXP. C,
2X4 5Ff'2
Ib'
TO EACH TRUSS, (4)
ENCLOSED
NAILS AT JOINTS
2 imA
a s
�d �a
is o 0
SNEET TITEE
RNSEDHEY ROOF 1RU53Ef
SNEU INFORMATION:
]BIIIB
OAiEISSUFA. 11.0&IB
[WAYM BT:
RE`nflv®BT: M
SK.1
ALPINE
--ANITWCOMP.AW
January 10, 2020
CarpenterContractors of America, Inc.
3900 Avenue G, NW
Winter.Haven, FL 33880-6201
Dear Matt:
Ithas come to my attention that some questions were raised concerning 5/8" diameter
holes drilled thru the chords (wide face) ofsys42, gable end trusses to. allow for
threaded rods used'for "tie'downs." If these gable ends are over continuous support`
with one face fullysheathed and the hales are drilled about the centerline of the wide
face no close than 4' O:C without :damaging any, connector plates or vertcal-webs then
no repair is required.. The truss only supports. 2`feet of floor loads 'and no additional
load..
If you have any questions, please give me a call.
Sincerely,
No. 86367
•' 11 .
, STATE OF
'.o,�` C 0R4�p'�,�
Yoonhwak
( / f 0(nn
6750 Forum Drive, Suite 305, Orlando, FL 32821 - (800) 52.1-9790 - (863) 422-8685
www.alpineitmeom
111
01
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Na. 86
•
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STATE OFF 20
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7wx docurnwt trtis boon electronic* siS W
told s*WW using a 019W Signature. Pdrrtad
copies wMwut an *rWkW sqnafum rrwst bs
vsdfisd using firs original elacbonic vorslon.
16,
ALPINE
AN TTW COMPANY
FL REG#'278, Yoonhwak Kim, FL PE #86367
:Siteinformation. Pa 1
Customer: Carpenter Contractors of America Job Number: N333986
Job Description: W/320 ,167ED ;RG01 11672/ARIAf4EAB ELEV.D
Address:
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone.,(800)755-6001
www.alpineitw.com
Jab i~n tneern Criter,a.
Design Code: FBC 6th Ed. (2017) tnteiliVlEW Version: 17.02.02A through 18.02.01A
JRef # 1 WX189750051
Wind Standard: ASCE 7-10 Wnd Speed (mph) 160 Roof Load (psf) 20.00-7.00- 0.00-10.00
Building Type: Closed Floor Load s ; None.
This package contains general notes pages, 27 truss drawing(s) and 5 detail(s).
ifEtn
Drawing Number
-Truss 3.
1
216.20.1201.24472
Al
3
216.20.1156:58989
A2
5
216.20.1156.58723
A4
7
216.20.1157.00191
A6
9
216..20.1157.00299
A10G
11
216.2U 157.00642
A9
13
21'6.20.1156:59987
131
15
216.20.1156.59613
C1GE
17
216.20.1156.59659
MV01
19
216.20.1156.59441
ER
21
216.20.1157.00049
ERS
23
216.20.1156.59878
CJ5A
25
216.20.1157.00564
CJ3A
27
216.20.1156.59238
HJ7
29
A18015ENC101014
31'
GBLLETIN1014
(tern '
Drawfri� Nu[rifier
muss f f
2
216.20.1156.58864
A1A
4
216.20.1156.59302
A3
6
216.20.1156.59067
A5
8
216.20.1157.04090
A7
10
216.20.1157.04168
A8
12
216.20.1157.03981
A11G
14
216.20.1157,003.93
62GE
16
216.20.1157.03965
V4
18
.216.20.1157.00408
MV02
20
216.20.1157.00143
ERA
22
216.20.1156.59489
CJ5
24
216.20.1156.58957
CJ3
26
2,16.20.1156.59379
CJ1
28
A16015ENC101014
30
GBLLETIN0118
32
VAL160101014
0
Florida Certificate of Product Approval #FL1999 Printed 8/3/2020 1:06:20 PM
0
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original,engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-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. [CC: International Code Council; www.iccsafe.orQ.
3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO
63043; 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.sbcindust[y.com.
Page.3 of 3
Job Number: N333986 Ply: 1 SEQN: 7009 / T18 COMN Cust: R8975 JRef: 1WXIB9750051
,7A5/320 ,167ED ,RG01 / 1672/ARIAMEAB ELEV.D Qty: 8 FROM: RWM DrwNo: 216.20.1201.24472
Truss Label: Al KD / YK 08/03/2020
6'1"7 12'8"15 19'4" 25'11"l 32'6"9 38'8"
6'1"7 + 67"8 ' 67"1 6,7"1 6774 6'1"7 1
10'
-r 10�
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
NCBCLL: 10.00
Mean Height: 15.00 ft
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom
9,4„
19'4"
Snow Criteria (.og,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
5X5
E
38'8"
9,4"
28'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.208 K 999 360
VERT(TL): 0.515 K 999 240
HORZ(LL): 0.076 J - -
HORZ(TL): 0.132 J
Creep Factor: 2.0
Max TC CSI: 0.532
Max BC CSI: 0.886
Max Web CSI: 0.490
VIEW Ver: 17.02.01A.1115.21
Q�A�A w'��'�����
4®�
a
No. 86367
•
b STATE 4Fio
10�o'i'1 "i
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1661 / 301 / 936 / - / 433 / 8.0
H 1662 / 301 / 936 / - / - / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 2.0
H Min Big Width 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 1442 - 3042 E - F 1073 -1962
C - D 1343 - 2764 F - G 1343 - 2765
D - E 1073 -1962 G - H 1442 - 3043
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2659 -1146 K - J 2202 - 861
L - K 2202 - 835 J- H 2660 -1148
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 520 -199 K - F 471 - 725
D - K 471 - 724 F - J 521 -199
E-K 1318 -632
chord live load in areas with 42"-high x 24"-wide Ws- /C` 4 e QR`O I
clearance. If �St 4 4�!j�n� 0 9 ®`
Wind
Wind loads based on MWFRS with additional C&C id�'�`S, 441mi k,°'+
member design.
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
**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 ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Applgy pfates to each face otPtruss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. 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 ANmVCOMOANY
truss In conformance with ANSI Q PI 1, or for handlin shlppin , installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
sting this drawing indicates acceptance of pro esstona engineering responsibility solely forthe design shown. The suitability 9
and use of this Q�awing for any structure is phe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333986
Ply: 1
SEQN: 7010 / T23
COMN
Cust: R8975 JRef: 1WX189750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D
Qty: 1
FROM: RDP
DrwNo: 216.20.1156.58864
Truss Label: A1A
TCE / WHK 08/03/2020
21'1"12
7'10"14
1�9"�z
12'1"12 17'10"4 �19�
+
26'6"4 30'9"2
—
38'8"
7'10"14
4'2"14 - 1'5"12
5'4"8 + 4'2"14-�
7'1014
=5X5
F
�1' F T11"5 5'8" I 40"11 + 7'11"5 +1'�
7'115 12' 18' 21' 26'8" 30'8"11 38'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP. C
Des Ld: 37.00 D
Des d::
Mean Height: 15.00 ft
.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
Value Set: 13B (Effective 6/1/2013)
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:
Lumber value set "1313" uses design values
approved 1/30/2013 byALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
* The 3-0-0 section of lower Bottom Chord
between panel points 0 and S may
be field -removed as required provided that
all remaining plate/wood contact areas stay
intact and undisturbed.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.201 E 999 360
VERT(TL): 0.549 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: 0.825
VIEW Ver: 17.02.01A.1115.21
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1518 / 301 / 936 / - / 433 / 8.0
J 1518 /301 /936 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 2.1
J Min Brg Width 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 1385 - 2665 F - G 1456 - 2370
C - D 1300 - 2278 G - H 1327 - 2399
D - E 1316 - 2355 H - 1 1299 - 2276
E - F 1434 - 2326 I - J 1386 - 2665
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - U 2299 -1067 M - L 2298 -1076
U - T 2297 -1066 L - J 2300 -1076
Afl��(�lt�' R-N 1841 -645
• • • ' /Bxp Maximum Web Forces Per Ply (Ibs)
�G+ EN04 4r �� ��p— Webs Tens.Comp. Webs Tens. Comp.
+•`.a • V •• o C-T
No, 86367 R-F
a �
a, • • w
STATE OF
��Her�(�A�►I►i®�,
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
305 - 446 F -N 1047 - 698
2100 -903 N - M 2114 -929
1050 -712 M -1 308 -451
"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 propperly
attached rigid ceiling Locations shown for _permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face otruss 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 ITW Buildino Components Group Inc. shall not be resoonsible for anv deviation from this drawing an failure to build the
t seal on this drawiXg or cover page
r for the design shown. The sui ability
ANSI/TPI 1 Sec.2.
ALPINE
ANMCOMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
,im i,ortorr
acceptance
any structure
web sites:
Job
,7A5 320 ,167 Db33RG01 / 1672/ARIA/4EAB ELEV.D City: 2 I FROM: RWM / T17 /SPEC Dr No: D216.20..11156..5898 Z7050051
Truss Label: A2
6'1"7 12'8"15 19' 25'11"1 NIB"'
38'8"
6'1"7 67'8 6'3"1 + 6'11"1 -� 6'7"8 -}- 6'1"7
5X5
E
10'
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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
GCp!: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bat chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
38'8"
18'8"
28'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.208 K 999 360
VERT(TL): 0.515 K 999 240
HORZ(LL): 0.076 J - -
HORZ(TL): 0.132 J
Creep Factor: 2.0
Max TC CSI: 0.532
Max BC CSI: 0.886
Max Web CSI: 0.489
VIEW Ver: 17.02.01A.1115.21
'ow ttItfMfort
r ,9 �0 �o
No, 86367
o
®� STATE OF
v
10, 1'
38'8"�
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1661 / 298 / 934 / - / 427 / 8.0
H 1662 / 298 / 934 / - / - / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 2.0
H Min Brg Width 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 1422 - 3042 E - F 1052 -1962
C - D 1323 - 2764 F - G 1323 - 2765
D - E 1052 -1962 G - H 1423 - 3043
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2659 -1128 K - J 2202 - 847
L - K 2202 - 818 J - H 2660 -1133
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp. Webs Tens. Comp.
L - D
520 - 200 E - K 1317 - 635
D - K
477 -724 F - J 521 -200
K - F
476 -724
CORIV'r �4 L
.,'�t741 ON(A� ,�
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT*` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an c7 SBCA) fsafey practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly
did ceiling Locations shown for ermanent lateral restraint of webs shall have bracin ins�alled per BCSI sections B3, B7 or B10
ile.- Apply plates to each face, oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to
of
i drawing for any str
see this job's general notes
from this drawing,an V, failure to build the
% seal on this drawirSg or cover pa e,
I for the
Pde Sec shown. The suifabillty
.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf
ALPINE
ANnw COMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL,32837
Job Number: N333986
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D
Truss Label: A3
Ply: 1 SEQN: 7012 / T16 / HIPS Cust: R8975 JRef: 1WXI89750051
Qly: 2 FROM: RWM DrwNo: 216.20.1166.59302
SSB / DF 08/03/2020
T10"14
7'10"14
10.
10.
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP. C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE
Bot chord 2x4 SP #1 :B2, B3 2x4 SP 2400f-2.0E:
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom
17' 21'8" 30'9"2
9'1"2 4'8" 9'1"2
=5X5 =5X5
D E
9-4"
19'4"
Snow Criteria (Pg,Pfin PSF)
Pg: NA Ct: NA CAT: N<
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
38'8"
9'4„
28'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.182 J 999 360
VERT(TL): 0.436 J 999 240
HORZ(LL): 0.0681 - -
HORZ(TL): 0.116 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.836
Max Web CSI: 0.629
VIEW Ver: 17.02.01A.1115.21
a
a No.86367
0.
Q STATE OF
38'8"
7'10"14
10, 1'
38'8"+
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1714 / 308 / 940 / - / 385 / 8.0
G 1715 / 308 / 940 / - / - / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 2.0
G Min Brg Width 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 1481 - 3117 E - F 1509 - 2925
C - D 1509 - 2923 F - G 1481 - 3119
D - E 1157 - 2043
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2715 -1174 J - 1 1978 - 720
K - J 1978 - 692 1 '- G 2717 -1204
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - K
404 -443
J - E
386 -244
K - D
834 -463
E - 1
837 -463
D - J
386 -244
1 - F
404 -443
chord live load in areas with 42"-high x 24"-wide rdo �' s Mv Ce �o'g
clearance. 01W
Wind A
Wind loads based on MWFRS with additional C&C
member design.
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
**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 safPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a propperly
attached ri id ceiling Locations shown forfpermanent lateral restraint of webs shall have bracin insqalled per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. o truss and position as shown above and on the Joint -Details, unless noted otherwise. Defer to
drawings 16OA-Z for standard plate positions.
Alpine, a division of
truss in conformanc
listing this drawinc
and use of this i
For more information see
any structure is the re:
ral notes page and these web
his drawing,any failure to build the
on this drawing or cover pa e
ie design shown. The suitability
TPI 1 Sec.2.
CA: www.sbcindustry.com; ICC: www.iccsaf
ALPINE
Mn COMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333986
Ply: 1
SEQN: 7013 / T15 / HIPS
Cust: R8975 JRef: 1WX189750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EA8 ELEV.D
Qty: 2
FROM: RWM
DrwNo: 216.20.1156.58723
Truss Label: A4
KM / OF 08/03/2020
7'10"14
15' 23'8" 30'9"2 38'8" 1
7'10"14 +
7'1"2 8'8" i 70 2 7'10"14 i
= 5X5 5X5
D T3 E
12
6 F�:;-
5
\55 X
c� C
W �
W1
B
G
A
H
Mg
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 (.og,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in ]or Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 B 1691 / 319 / 938 / - / 345 18.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.470 J 999 240 G 1692 / 319 / 938 / - / - / 8.0
BCDL: 10.00 Risk Category: 11
Snow Duration: NA HORZ(LL): 0.067 1 - - Wind reactions based on MWFRS
Des Ld: 37.00 EXP: C
Mean Height: 15.00 ft
HORZ(TL): 0.115 I - - B Min Brg Width Req = 2.0
NCBCLL: 00 TCDL: 4.2 psf
Code / Misc Criteria CreepFactor: 2.0 G Min Brg Width Req = 2.0
0.
Soffit: 0.00 BCDL: 5.0 psf
p
Bearings B & G are a rigid surface.
Bldg Code: FBC 6th ed.201 Max TIC CSI: 0.937 g g
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h
TPI Std: 2014 Max BC CSI: 0.841 Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft
Rep Factors Used: Yes Max Web CSI: 0.582 Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE VIEW Ver: 17.02.01A.1115.21
Lumber
B - C 1496 -3045 E - F 1517 -2855
C - D 1517 - 2853 F - G 1496 - 3046
Value Set: 13B (Effective 6/1/2013)
D - E 1236 -2198
Top chord 2x4 SP #2 N :T3 2x4 SP #1:
Bot chord 2x4 SP #1 :132, B3 2x4 SP 2400f-2.OE:
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "13B" uses design values
approved 1 /30/2013 by ALSC
B - K 2643 -1183 J - 1 2082 - 848
K - J 2082 - 819 I - G 2645 -1213
Loading
Truss passed check for 20 psf additional bottom
Maximum Web Forces Per Ply (Ibs)
t16I t �Pl
chord live load in areas with 42"-high x 24"-wide
owl Webs Tens.Comp. Webs Tens. Comp.
clearance.
AAr
►Yp4
Wind
goof*4`�� ON K-D 709 -369 E-I 712 -369
Wind loads based on MWFRS with additional C&C
member design.
`* ida
No. 86367 0
® r o
a � w
®!° Q STATE OF o
%
F ((���j1 ({�`.°�
``"r� •aaaaa
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
"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
bracing per BCSI. Unless noted otherwise,top chord shall
attached ri td ceiling Locations shown for _permanent lateral
practices prior to performing these functions. Installers shall provide temporary
have properly attached structural sheathing and bottom chord shall have a properly
restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _
as applicable. Apply plates to each face, otruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions.
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 ANMCOMPAW
truss in conformance with ANSI/TPI 1, or for handling, shlppinq, installation and bracing of,trussesA seal on this drawing or cover pa e , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of protesslonarr engineering responsibility solely for the design shown. The suifabllity Suite Lake
this drawing for is fhe the Building Desigrier ANSUTPI 1 Sec.2.150
and use of any structure responsibility of per
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindust .com; ICC: www.iccsafe.crg Orlando FL, 32837
Job Number: N333986
Ply: 1
SEQN: 7014 /
T14 / HIPS
Cust: R8975 JRef: 1WX189750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D
Qly: 2
FROM: RWM
DrwNo: 216.20.1156.59067
Truss Label: A5
KM / DF 08/03/2020
13' 19'4"
31'10212
38'8"566'99"44
12 i i 4
219644 "1
5X5 1112X4 - 5 X 5
D E F
12
6 2X4 W
C
p2X4
o
G
u'
to W 3
r`
• B
H
-41 A
I
4X6(A2) = 6X6 = 5X8 = 6X6=4X6(A2)
38'8"
�1'+ 10, 9'4" 9'4"
10,
+
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 Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360
B 1665 / 699 / 931 / - / 304 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.543 E 999 240
H 1665 / 699 / 931 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: C HORZ(TL): 0.130 J - -
B Min Big Width Req = 2.0
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0
H Min Br Width Re 2.0
9 q =
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed.201 Max TC CSI: 0.505
Bearings B & H are rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.889
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.355
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: 17.02.01A.1115.21
Lumber
B - C 1565 - 3029 E - F 1432 - 2498
C - D 1493 - 2774 F - G 1492 - 2775
Value Set: 13B (Effective 6/1/2013)
D - E 1432 -2498 G - H 1564 -3031
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "13B" uses design values
approved 1 /30/2013 by ALSC
B - L 2641 -1259 K - J 2171 - 956
L - K 2171 - 926 J - H 2642 -1289
Loading
Truss passed check for 20 psf additional bottom `� 11 (�� +`'�,,,��,
Maximum Web Forces Per Ply (Ibs)
liveload in areas with 42"-high x 24"-wide �y 1 A f A
Webs Tens.Comp. Webs Tens. Comp.
clew `,�i
�ej�f'�►.Y.fjej�oIr,
Wind �.J 'r
L-D 572 -256 K-F 470 -224
D-K 470 F-J 573
®4~ o•�`'<
-224 -256
Wind loads based on MWFRS with additional C&C
member design. o ^ to C 3 6 7
`t
a 1 � 1 G7pV �
® e
a c STATEWO
a
'1041P�0A'IA!
,c
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
"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
Component Safety Information, TPI
BCSI (Building
by 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 sheathingand bottom chord shall have a properly
attached rigid ceiling Locations shown for _permanent lateral restraint of webs shall have bracinc� insalled per BCSI sections B3, B7 or B10, _
as applicable. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions.
ALPINE�
Alpine, a division of ITW BuildinggComponents Group Inc.. shall not be responsible for any deviation from this drawing,apy failure
truss in conformance with ANSI 1, or for handling, shlppinq, installation bracing this drawing
to build the MN CO,� -
and of,trussesA seal on or
listing this drawing indicates acceptance of ro esslona engmeenn responsibility solely for the design shown.
auilding
cover pa�e .. 2400 Lake Orange Dr.
The sui ability
Suite 150
and use of this drawing for any structure is the responsibility of the Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.t inst.org: SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333986
Ply: 1
SEQN: 7015 /
T12 / HIPS
Cust: R8975 JRef: 1WX189750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D
Qty: 1
FROM: RWM
DrwNo: 216.20.1157.00191
Truss Label: A6 IJB
/ WHK 08/03/2020
5'9"4 11' 19' 27'8"
32'10"12 38'8"
2„12 T 8 8,8„
5'2„12 5'9„4 1
55 5X5 = 5X5 5X5
D E T3 F
12
6 � �2X4 W
2X4
C
O
G
u)
in W3
io
�
1 B
H
�A
I
= L K
—4X6(A2) = 5X5 = 5X8
J
= 5X5 _= 4X6(A2)
38'8"
�1'J 10, 9'4" 9'4"
10,
10' 19'4" 28'8"
+1'�
+ 38'8"
Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.203 E 999 360
B 1518 / 701 / 918 / - / 263 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.554 E 999 240
H 1518 / 701 / 918 / - /- / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: CMean Height: 15.00 ft HORZ(TL): 0.120 J - -
B Min Brg Width Req = 1.8
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
H Min Brg Width Req = 1.8
Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC sth ed.201 Max TC CSI: 0.774
p
Bearings B & H are a rigid surface.
g g
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.832
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 It Rep Factors Used: Yes Max Web CSI: 0.760
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: 17.02.02A.1213.21
Lumber
B - C 1616 -2720 E - F 1654 -2573
C - D 1496 - 2450 F - G 1498 - 2452
Value Set: 13B (Effective 6/1/2013)
D - E 1677 -2603 G - H 1613 -2718
Top chord 2x4 SP #2 N :T3 2x4 SP #1:
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1 /30/2013 by ALSC
B - L 2374 -1314 K - J 2081 -1082
L - K 2074 -1047 J - H 2371 -1341
Wind
Wind loads based on MWFRS with additional C&C 11�11'11�!���
member design. r�►/raj
Maximum Web Forces Per Ply (Ibs)
1riY
1 rY
Webs Tens.Comp. Webs Tens. Comp.
�1e�rg�g0 i
`\\\ ! \�+� • • 0 Irr 500.
�j+
L - D 462 -161 K - F 591 - 359
D - K - 394 F - J 461 156
+••®+ ��P+ N��tw t
V
� �
E - K 388 388 - 496
a,`,
o No. 86367
y dillQ
a� STATE OF e
�
roe
/aNA���
�11i1d110111
FL REG# 278, Yoonhwak Kim, FL PE 486367
08/03/2020
'•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 to these functions. Installers temporary
practices prior performing shall provide
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid cellinp Locations shown for -permanent lateral restraint of webs shall have bracingInstalled per BCSI sections B3, B7 or 610. a
as applicable. Apply plates to each face o truss and position as shown above and on the JoinDetails, unless noted otherwise.
drawings 160A-Z for standard plate positions.
f7efer to ALPINE
^',
�LPPII
1 vN
Alpine, a division of ITW Buildingq�Components Group Inr- shall not be responsible for any deviation from this drawing,any failure to build the ANMCOMPAW
truss in conformance with ANSI/TPI 1, or for handlin4 s ipping, Installation and bracing of,trussesA seal on this drawing or cover
listing this drawing indicates acceptance of pro7esslonar engineering responsibility solely for the design shown.
and use of this rawing for any structure is he the Designer 1 Sec.2.
page, , 2400 Lake Orange Dr.
The suifabillty g
Suite 150
responsibility of uilding per _ANSIIfPI
For more information see this job'sww . general notes page these web sites: ALPINE: www.alpineitw.com; TPI: w.t inst.or ; SBCA: www.sbcindus .com; ICC: www.icrsafe.org Orlando FL, 32837
SEQN: 3855 / HIPS
Ply: 1
Job Number: N333986
Cust: R 8975 JRef:1 WX189750051 T9 /
FROM: RWM
City: 1
7A5/320 ,167ED ,RG01 / 1672/ARIAI4EAB ELEV.D
DrwNo: 216.20.1157.04090
Truss Label: A7
/ YK 08/03/2020
9, 2 29'8" 38'8"
9' 8' 4'8" 8' 9'
,6X6 =5X5 =4X4 6X6
C T2 D E T3 F
12
6
T
o (a) W (a)
W5
in
B G
A H
4'a
=4X6(A2) =6X6 =5X5 =6X6=4X6(A2) 1
38'8"
1' 10' 9.4" 9'4" 10, 1'
10� + 19'4" I` 28,8" 38'8"
Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 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): 0.229 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 f703 /222
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 /- /- . /900 /703 !-
EXP: C Kzt: NA HORZ(TL): 0.140 1 Wind reactions based on MWFRS
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th ed.201 Max TC CSI: 0.906 G Brg Width = 8.0 Min Req = 1.8
p
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.854 Bearings B & G are a rigid surface.
Bearings B & li 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: 18.02.01A.0205.19
Lumber B - C 1545 -2622 E - F 1557 -2395
C - D 1558 - 2395 F - G 1545 - 2621
Value Set: 13B (Effective 6/1/2013) D - E 1915 -3079
Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N:
Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "'I 3B" uses design values
approved 1 /30/2013 by ALSC B - K 2256 -1202 J - 1 3036 -1647
K - J 3034 -1648 I - G 2256 -1231
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint �11�1�1 Maximum Web Forces Per Ply (Ibs)
to be Attach 8d Box Gun r�I/
equally spaced. with (2) or �tt� Webs Tens.Comp. Webs Tens. Comp.
Restraint to beWqk
nails(o.113"x2.5",min.). material ,�
supplied and attached at both ends to a suitable �1� • • • �/ C - K 687 -289 E - I 485 765
support by erection contractor. t♦ •1�r Ar h • r0, K - D 483 -763 I - F 688 -290
4e'�+�®
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) a` • R
N0.86367
scabs for (2) CLR'S where shown. Scab s
reinforcement to be same size, species, grade, and a
80% length of web Attach 0.128x3" ® •
member. with gun 01 ®. �.
nails @ 6" oc. .. ° •
i "Li •z z
Wind +� ® STATE 4F • �,�
Wind loads based on MWFRS with additional C&C ��� •°:
member design.
®� •
Additional Notes ®� t�Si a��'yy
,/�,�`+d>1611111
pq'e'
Refer to General Notes for additional information
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
**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 fo'r
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 forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, s
as applicable. Apply plates to each face, oftrussand position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPINE�
drawings 160A-Z for standard plate positions.
Q
Alpine, a division of ITW Building Components Group Inc.. shall not be responsible for any deviation from this drawing,apy failure to build the ANR CCMVAW
in
truss conformance with ANSI e .. 6750 Forum Drive
PI 1, or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover paability
listing this drawing, indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability
and of this d�awing for is the the Designer ANSI/TPI 1 Sec.2. Suite 305
use any structure responsibility of Building per
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org: SBCA: www.sbcindus .com; ICC: www.iccsafe.org Orlando FL, 32821
Job Number: N333986
Ply: 1
SEQN: 7017 /
T25 / HIPS
Cust: R8975 JRef: 1WX189750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D
Qly: 1
FROM: HMT
DrwNo: 216.20.1157.00299
Truss Label: A10G
JB / WHK 08/03/2020
7'
17' 26'4"
31'8" 38'8"
7'
10, 9'4"
5'4" 7'
1116X8
12 C
=8X10 =H1014
T2 D T3 E
6X6
T4 F
T 6�
T_
b
W
(a)
rn
(a)
B
A
fo
G v
H
=4X6(A2) 81 III2X4
=5X5 1112X4 =6X8 III5X5J
=5X5=3X6(A1) 1
26'4"
12'4"
4'10"4
5' 5'8" 3'8"
5'0"8 7'3"8 1'�
7'1"12 12'
17' 22'8" 26'4"
31'4"8 38'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (.og,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.147 M 999 360
B 1751 / 806 / - / - / - / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.409 M 999 240
J 4100 / 1843 / - / - / - 18.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.053 K - -
G 256 / 134 / - / - / - / 8.0
Des Ld: 37.00 EXP: Ceight:
HORZ(TL): 0.101 K - -
Wind reactions based on MWFRS
Mean H 15.00 ft
NCBCLL: 0.00 TCDL: Height:
4.2 psf
Code / Misc Criteria Creep Factor: 2.0
B Min Brg Width Req = 2.1
Soffit: 0.00 BCDL: psf
Bldg Code: FBC 6th ed.201 Max TC CSI: 0.896
J Min Brg Width Req = 5.7
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.984
B Min Brg Width Req = 1.5
Bearings B, J. & G are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.87 It
Rep Factors Used: No Max Web CSI: 0.870
Bearings B, J. & G require a seat plate.
Loc. from endwall: NA
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE, HS VIEW Ver: 17.02.02A.1213.21
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Value Set: 13B (Effective 6/1/2013)
B - C 1493 -3260 C - D 1247 -3005
Top chord 2x4 SP #2 N :T2, T3 2x6 SP SS:
:T4 2x6 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Bot chord 2x4 SP #2 N :B1 2x4 SP #1:
Webs 2x4 SP #3 :W6 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "13B" uses design values
B - N 2859 -1288 L - K 2810 -1334
approved 1 /30/2013 by ALSC
N - M 2884 -1292 K - J 791 -1817
M-L 2810 -1334 J-1 791 -1817
Bracing
or n ter continuous lateral restraint��y����fI11E����
tobe((2) 8dmateriBox r Gun
Yl A ,r�/j�P
Maximum Web Forces Per Ply (Ibs)
Webs
(equalll 2B5 mi).tta Restraint al to
O
Tens.Comp.Webs Tens. Comp.
supplied and attached at both ends to a suitable
`��y����N�
4J410
'� a
IV �a�
C N 617 E J 1938
a� 0
- -100 - - 3930
support by erection contractor.
,.\CE
4 a ;�a
D - K 1588 -3143 E - 1 2067 -872
(a) or scab reinforcement may be used in lieu of CLR
p No.�36367
K - E 2681 -1062 I - F 372 -487
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
.°m
ea +
®
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128xY gun
nails @ 6" oc.
-�b STATE ®F,—�®T Q
Loading
��mgrt� •. �`� pg°j
#1 hip supports 7-0-0 jacks with no webs.
o�P . +f
Wind
j A' nR�Qai®�®�
IVl1�
Wind loads and reactions based on MWFRS.
10114dd9d1►ttt�
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
**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, TPI
by and SBCA) for safety practices prior to performing these functions. Installers shall provide
bracing per BCSI Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall
attached ri id ceiling Locations shown fornermanent lateral restraint of webs shall have bracin Insalled per BCSI sections
temporary
have a properly
63, B7 or B10,
as sap I,Apply plates to each face. of truss and position
as shown above and on the Join Details, unless noted otherwise.
f7efer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW BuildinQComponents Group Inc.
truss in ANSI
shall not be responsible for any deviation from this drawing,any failure
to build the MMCOWAW
conformance with 1, or for handling, shippin , installation and bracing of,trussesA seal on this drawing or
listing this drawing indicates acceptance of ro) esslonal engineering responsibility solely for the design shown.
this gnawing for is
cover pa e , , 240o Lake Orange Dr.
The suifabllity 9
Suite 150
and use of any structure the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com; IM www.iccsafe.org Orlando FL, 32837
SEQN: 3853/ SPEC Ply: 1 Job Number: N333966 Cust: R8975 JRef:1WX189750051 T11 /
FROM: RWM Qty: 1 7A51320 ,167ED ,RG01 /,1672/ARIA/4EAB ELEV.D DrwNo: 216.20.1157.04168
Truss Label: AS / YK 08/03/2020
7'1014 13'10" 21'4" 26 ' 32'6"2 38'8"
7'10"14 5'11"2 2'10"+ 4'S" r 64" 410"2 "i� 6'1„14
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
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/2 to h
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W6 2x4 SP #2 N:
Lumber value set "136" uses design values
approved 1/30/2013 byALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
5X5
D
38'8"
9'4" 9'4" 10, 1'
19,4" 28'8" 'f 38,8" 'i-
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.220 L 999 360
Lu: NA Cs: NA
VERT(CL): 0.410 L 999 240
Snow Duration: NA
HORZ(LL): 0.068 K - -
HORZ(TL): 0.127 K
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.881
TPI Std: 2014
Max BC CSI: 0.859
Rep Fac: No
Max Web CSI: 0.647
FT/RT:20(0)/l 0(0)
Plate Type(s):
VIEW Ver: 18.02.01A.0205.19
WAVE
A
a •�'��v 'YS� a 'i
• Na, 86367 n
• + � s
• �o
0 -*w
a STATE OF ®w
�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1515 /- /- /921 1695 /321
1 1518 /- /- /916 /698 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1585 - 2648 F - G 1366 -1995
C - D 1601 - 2456 G - H 1527 - 2444
D - E 1064 -1492 H -1 1629 - 2706
E - F 1655 - 2513
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2290 -1231 L - K 2498 -1346
M - L 2446 -1305 K - I 2358 -1351
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 1664 -1070 F - K 431 - 632
M-E 1019 -1466 G-K 768 -424
s'v'�jC+°a10-4
aOR1aP
�ONAfl 4c
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
"*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 proL�erly
attached rigid ceilin Locations shown for _permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 610,
as applicable. Applgy plates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildino Components Group Inc. shall not be responsible for anv deviation from this drawing any failure to build the
1 seal on this drawing or cover page
r for the design shown. The suif9ability
ANSI/TPI 1 Sec.2.
ALPINE
M RW CQWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821 -
l NI 1; or for handling, shipping, lost
acceptance of pro essiona eng
any structure is fhe responsibility
ral notes page and these web sites: ALPINE:
Job Number: N333986
Ply: 1
SEQN: 7019 / T21 / SPEC
Cust: R8975 JRef: 1WX189750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D
City: 1
FROM: RWM
DrwNo: 216.20.1157.00642
Truss Label: A9
JB / WHK 08/03/2020
7'10"14 13'10" 18'8" 24'8" 29'V. 38'8"
7'1014 5'11"2 4'10" 6' 5' 9'
6X6
D
12 =6X6 =4X4 =5X5
6 C5 E F G
h (a) T
W3 "' °°
T5 o r
v
B H
A
43 I
= 4X6(A2) = 5X5 = SX8 =— 6X6 = 3X6(A 1)
38'8"
10' 9'4" 9'4" 10, 11�
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 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.292 E 999 360 B 1514 / 694 / 909 / - / 321 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.797 E 846 240 H 1516 / 697 / 903 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.073 D - - Wind reactions based on MWFRS
Des Ld: 37.00 EXP: C HORZ(TL): 0.137 D - - B Min Brg Width Req = 1.8
Mean Height: 15.00 ft
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 1.8
TCDL: 4.2 psf
B & H are a rigid Bearings Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed.201 Max TC CSI: 0.879 9 surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.905 Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.845
Members not listed have forces less than 375#
0
FT/RT:20 /10 0
Loc. from endwall: not in 9.00 ft () () Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0,18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber B - C 1600 -2648 E - F 2002 -3069
C - D 1620 - 2461 F - G 1581 - 2379
Value Set: 13B (Effective 6/1/2013) D - E 2555 -3805 G - H 1563 -2600
Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1 /30/2013 by ALSC B - L 2290 -1231 K - J 2821 -1584
L - K 1836 - 912 J - H 2232 -1244
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint �i11tf ! If !l rMaximum Web Forces Per Ply (Ibs)
to spaced. Attach with(2)8d Box or Gun ol�f�
(me
Webs Tens.Comp. Webs Tens. Comp.
HWA
naibls(0113Ix2 Re t material to be��,+�Ow,
1` i
both 9 Ir
Q
supplied and attached at ends to a suitable ®`� ,0 a P. L - D 598 -345 F - J 467 -665
support by erection contractor. jYr
�1� C. D - K 2451 -1647 J - G 727 376
(a) or scab reinforcement may be used in lieu of CLR a� 9 0 E - K 1411 -1982
7
restraint. substitute (1) scab for (1) CLR and (2) ` o N�. �6 6/ g
scabs for (2) CLR'S where shown. Scab �. m
reinforcement to be same size, species, grade, and m 09 •
80% length of web member. Attach with 0.128x3" gun i e "� � a X
nails @ 6" oc. a p iy
~
STATE QE ® v
Wind pm��� S® r W,,
F
-�s1
Wind loads based on MWFRS with additional C&C s r� �� member design. ��� + A g ®�V✓�i t� evv0 ® C
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, �
by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per SCSI sections 63, 67 or 910
as applicabgle. 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.
Alpine, a division of ITW Build!ng Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN RW COMVANY
truss in ANSI
conformance with 1, or for handli4 shippin , installation and bracing of,trussesA seal on this drawing or cover pa e • , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of ro) essronalq engineering responsibility solely for the design shown. The suit9abllity 9
and use of this drawing,
for any structure is the the Building Designer ANSI/TPI Suite 150
responsibility of per 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com; ]CC: www.iccsafe.org Orlando FL, 32837
SEQN: 3838 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1 WXI89750051 T4 I
FROM: HMT Qty: 1 , A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo: 216.20.1157.03981
Truss Label: A11G TCE / YK 08/03/2020
co
Tl0"14
T10"14
13'10" 20'8"
5' 11 "2 6' 10"
5X5
D
26' 31'8" 38'8"
5'4" 5'8" 7'
12
6 F�- ,5X5=5X10(SRS) =4X10 5X5
C E F T4 G
Tn
o_
B H
A
3X6(A1) 1112X4 =5X10 1112X4 L 1114X4K =4X6=3X6(A1)
=5X5
21' j 5'
7'11"5 6'0"11 69"12 3'10"4 'TI§ 5'4"8
7'11"5 14' 20'9"12 24'8, 26' 31'4"8
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
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: 3.87 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T4 2x4 SP #1:
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to
56 plf at 27.73
TC: From 28 plf at 27.73 to
28 plf at 31.67
TC: From 56 plf at 31.67 to
56 plf at 39.67
BC: From 20 plf at 0.00 to
20 plf at 27.73
BC: From 10 plf at 27.73 to
10 plf at 31.64
BC: From 20 plf at 31.64 to
20 plf at 38.67
TC: 174 lb Conc. Load at 27.73
TC: 161 lb Conc. Load at 29.60
TC: 87 lb Conc. Load at 31.60
TC: 288 lb Conc. Load at 31.64
BC: 128 lb Conc. Load at 27.73
BC: 125 lb Conc. Load at 29.60
BC: 489 lb Conc. Load at 31.64
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.031 G 999 360
Lu: NA Cs: NA
VERT(CL): 0.059 G 999 240
Snow Duration: NA
HORZ(LL): 0.013 0 - -
HORZ(TL): 0.024 0
Code ! Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.753
TPI Std: 2014
Max BC CSI: 0.886
Rep Fac: Varies by Ld Case
Max Web CSI: 0.669
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 18.02.01A.0205.19
`ti111t11111P►t//pI
®,�d,+� ®B �r' � Jet � � �1'�►�''�i0
No. 86367
m
y m a
r
a
@� STATE OF
12'8"
7'3"8 1'
38'8"i
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 782 /- /-
/- /385 /-
M 1016 /- /-
/- /462 /-
K 1680 /- !-
/- [795 A
H 903 /- A
/- /433 /-
Wind reactions based on
MWFRS
B Brg Width = 8.0
Min Req = 1.5
M Brg Width = 8.0
Min Req = 1.5
K Brg Width = 8.0
Min Req = 2.3
H Brg Width = 8.0
Min Req = 1.5
Bearings B, M. K, & H are a rigid surface.
Bearings B, M, K, & 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 537 -1085
E - F 389 -166
C - D 279 - 542
F - G 509 -1166
D - E 285 - 546
G - H 664 -1396
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - O 894 -414 J - H 1184 - 539
O-N 890 -415
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - N 271 - 582 F - K 768 -1368
N - E 813 - 367 F - J 1757 - 789
E - M 518 - 875 J - G 377 - 244
Wind®10Rta�e
Wind loads and reactions based on MWFRS. ®ems °�1f�1M� Q ® !
Additional Notes ���td;/Ql�A1 ImeN
Refer to General Notes for additional information
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Alpine, a division of ITV
trfiss in conformance w
listing this drawing, in
and use of this drav
For more information see this
npp Gomponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
ilrfPI 1, or for handlinT shipping, installation and bracing oftrussesA seal on this drawing or cover pa
gqe
s acceptance of pro esslonar engineering responsibility solely for the design shown. The sul ability
r any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
feral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA:. www.sbcindustry.com; ICC: www.iccsaf
ALPINE
ANMCOMPAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N333986
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D
Truss Label: B1
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 "
7'10"14
7'10"14
7'11"5
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Ply: 1
---- Qty: 3
1 2 5'1"
1 2 +_
'1
=4X4
D
21'
6'0"11
i-4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.20
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
SEQN:7021 / T29 /COMN Cust:R8975 JRef:1WX189750051
FROM: RWM DrwNo: 216.20.1156.59987
JB / WHK 08/03/2020
20'10"4
7'0"4
T
21'
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.034 J 999 360
VERT(TL): 0.095 J 999 240
HORZ(LL): 0.013 J - -
HORZ(TL): 0.024 J
Creep Factor: 2.0
Max TC .CSI: 0.664
Max BC CSI: 0.664
Max Web CSI: 0.557
26'4"
ro
1
T
T
1
5a"
5.4"
26'4"
A,Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 845 / 189 / 553 / - / 274 / 8.0
H 1051 / 193 / 550 / - 1- / 8.0
K 185 /54 /116 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
H Min Brg Width Req = 1.5
K Min Brg Width Req = 1.5
Bearings B, H, & K are a rigid surface.
Bearings B, H, & K require a seat plate.
Members not listed have forces less than 375#
VIEW Ver: 17.02.02A.1213.21 Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
,911111lf!►f��+�i��
�GENS AA
a
N0. 86367
P ° STATE OF
B - C 643 -1221 D - E 482 - 694
C - D 483 -679
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-J 1015 -501 J - 1 1011 -501
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - 1 394 - 579 E - H 517 - 903
I- E 586 -167
or 0 �OTSIV'Ae' o`er
NAU
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 87 or B10
e. App7y plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
acceptance or rc
any s ructure is the
from this drawing,an failure to build the
1 seal on this draw!Xg or cover pa e r for the design shown. The suitability
ANSI/TPI 1 Sec.2.
ALPINE
ANm COMPAW
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
more information see this
ICU:
Job Number: N333986 I Ply: 1 SEQN: 7022 / T27 / GABL Cust: R8975 JRef: 1WXI89750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qiy: 1 FROM: RWM DrwNo: 216.20.1157.00393
Truss Label: B2GE _ — JB / WHK 08/03/2020
6'1'7 13'10" 27'8" ,
6'147 7'8"9 13'10"
F-- 310 i 4- 1 2' -- { i' 44
H
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
EXP: C
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: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS Al6015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
Truss designed to support 8" maximum gable
end overhang.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.021 0 999 360
VERT(TL): 0.064 0 999 240
HORZ(LL): -0.011 M - -
HORZ(TL): 0,020 M
Creep Factor: 2.0
Max TC CSI: 0.146
Max BC CSI: 0.284
Max Web CSI: 0.127
VIEW Ver: 17.02.02A.1213.21
♦ Maximum Reactions (Ibs), or.=PLF
Loc R / U / Rw / Rh / RL / W
B 209 / 77 / 110 1- / 290 / 8.0
B' 79 /17 /42 /- /- /248
Z 256 /95 /210 /- /- /8.0
AA57 /21 /55 /- /- /16.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
B Min Brg Width Req = -
Z Min Brg Width Req = 1.5
AA Min Brg Width Req = 1.5
Bearings B, B, Z, & Z are a rigid surface.
Bearings B, B. Z. & Z require a seat plate.
Members not listed have forces less than 375#
`�ftffiflll►1�;�
H WAS J5
41
No, 86867
.i
-A �• STATE OFc ®4/�
I'1Vs'ONAj
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
of
in
pp�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
ilrfPI 1, or for handlinct, shipping, mstallatidn and bracing of,trussesA seal on this drawing or cover pa e,
s acceptance of pro) essionaf engineering responsibility solely for the design shown. The suif9abflity
,r any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
neral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf
ALPINE
A-COWAW
2400 Lake Orange Dr.
Suite 150
Odando FL, 32837
Job Number: N333986 Ply: 1 SEQN: 7030 / T28 / GABL Cust: R8975 JRef: 1WX189750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 216.20.1156.59613
Truss Label: C1GE JB / WHK 08/03/2020
2'2" + 4'2" 6'2" 1 8'4"
2'2" 2' 2' 2'2"
=4X4
D
T 12
6
C E
M
N
B F
Fl
4"3 ALi Li Li
J + H
2X4(A1)=2X4(A1)
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
+ MEMBER TO BE LATERALLY BRACED FOR
HORIZONTAL WIND LOADS. BRACING SYSTEM
TO BE DESIGNED AND FURNISHED BY OTHERS.
8'4"
2'2" 2' 2' 2'2„
2-2„ 1 4,2„ 1 67' 1 84
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.003 1 999 360
Lu: NA Cs: NA
VERT(TL): 0.008 1 999 240
Snow Duration: NA
HORZ(LL): 0.001 H - -
HORZ(TL): 0.003 H
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.223
TPI Std: 2014
Max BC CSI: 0.095
Rep Factors Used: Yes
Max Web CSI: 0.086
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.01A.1115.21
WAVE
♦ Maximum Reactions (Ibs), or'=PLF
Loc R / U / Rw / Rh / RL / W
B` 185 / 87 / 135 / - / 59 / 24.0
F' 185 /87 /135 /- /- /24.0
Wind reactions based on MWFRS
B Min Brg Width Req = -
F Min Brg Width Req = -
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
*,11111A WA
1lf 1ii►/'��Pr
bogas of
P
a
No.86367
r
v� a� STATE 4Eft
<!,j
'� S •OR IV
"ea o�
ON+AI !� e
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
"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 safPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigpid ceiling Locations shown fortpermanent lateral restraint of webs shall havebracing installed per BCSI sections B3, B7 or B10,
as appllcab�le. Apply plates to each face o truss and position as shown above and on te Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinhcL Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN rv+co�anNv
truss in conformance with ANSI/TPI 1, or for handl!ncl, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , . 240o Lake Orange Dr.
listing this drawing indicates acceptance of pro) esslonaf engineering responsibility solely for the design shown. The suit9abdlty g
and use of this yawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.org: SBCA: www.sbcindusl .com; ICC: www.iccsafe.org Orlando FL, 32837
SEON: 3845 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1VJX189750051 T7 I
FROM: RWM city: 1 7A51320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D DrwNo: 216.20.1157.03965
Truss Label: V4 TCE / YK 08/0312020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.59 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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Refer to General Notes for additional information
Valley truss connection to truss below shall be
designed and furnished by others .
11118 i 3'11"
1'11 "8 1'11 "8
12
6 =4X4
B
A4X4(D1)=4X4(D1) C
14'11"3
D
3'11" _i
3'11"
3'11"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
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): 0.004 999 360
VERT(CL): 0.007 999 240
HORZ(LL):-0.001 - -
HORZ(TL): 0.003
Creep Factor: 2.0
Max TC CSI: 0.070
Max BC CSI: 0.104
Max Web CSI: 0.000
VIEW Ver: 18.02.01A.0205.19
t111111111PPP�
�i wA,,�
\0ENS�+/ A�
No 86367
wp � 42
•
v-,b ; STATE OF cv,�
i 6 F * 0 Tor d+e
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- !- /31 /10 /6
Wind reactions based on MWFRS
D Brg Width = 47.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
wo— 6 4OR10�' •'
°�"e® doliON A. g ee
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
sses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nponent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
sing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
ched rigid ceiling Locations shown forl�ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810
applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. kefer to'
Nings 160A-Z for standard plate positions.
of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing,anv failure to build the
nce with ANSI/TPI 1, or for handlinn, shipping, installation and bracing of.trussesA seal on this drawirig or cover page.
nc1 indicates acceptance of pro) essrona englneerin� responsibility solely for the design shown. The sui abrltty
yawing for any structure is he responsibility of the uilding Designer per ANSI/TPI 1 Sec.2.
see this job's general notes page and these web sites: ALPINE: www.aloineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsat
AL NE
ANR CCWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
Job Number: N333986 Ply: 1 SEQN: 7031 / T5 / VAL Cust: R8975 JRef: 1WXI89750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qly: 1 FROM: RWM DrwNo: 216.20.1156.59659
Truss Label: MV01 JB / WHK 08/03/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 it
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right,end vertical not exposed to wind pressure.
Additional Notes
Valley truss connection to truss below shall be
designed and furnished by others .
17
4'1"11
4' 1 "11
4'1"11
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: Ni
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
1112X4
B
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.003 C
HORZ(TL): 0.006 C
Creep Factor: 2.0
Max TC CSI: 0.222
Max,BC CSI: 0.177
Max Web CSI: 0.100
VIEW Ver: 17.02.02A.1213.21
♦ Maximum Reactions (lbs), or.=PLF
Loc R /U /Rw /Rh /RL /W
D` 75 / 28 / 52 /- / 18 / 49.7
Wind reactions based on MWFRS
D Min Brg Width Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
`1e�N1If I11lI/1t�
�1
� � • 7 a
STATE OF
"41"iVAL
��N d t l ll iki✓ J 14144�
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installingand bracing. Refer to and follow the latest edition 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 sheathin and bottom chord shall have a propperly
attached r!ppid ceilln Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y plates to each face, of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc, shall not be responsible for any deviation from this drawing,any failure to build the ANnW[OWANY
truss in conformance with ANSI g Pl 1, or for handlin4, shippinq, installation and bracing of,trussesA seal on this drawing or cover paqe , , 240o Lake Orange Dr.
listing this drawing indicates acceptance of pro esslona engineering responslbillty solely for the design shown. The suigabillty
and use of this gnawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindusf .com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333986 Ply: 1 SEQN: 7032 / T6 / VAL Cust: R8975 JRef: 1WX189750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 216.20.1157.00408
Truss Label: MV02 JB / WHK 08/03/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Valley truss connection to truss below shall be
designed and furnished by others .
12
6 1112X4B
i 21"1,1 v
2'1"11
2'1 "11
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
T
N
T
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.000 C
HORZ(TL): 0.001 C
Creep Factor: 2.0
Max TC CSI: 0.039
Max BC CSI: 0.041
Max Web CSI: 0.026
VIEW Ver: 17.02.02A.1213.21
♦ Maximum Reactions (lbs), or*=PLF
Loc R /U /Rw /Rh /RL /W
D* 75 / 13 / 48 /- / 10 / 25.7
Wind reactions based on MWFRS
D Min Brg Width Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
r,
Ake-
q
N®, 86367
Or r e
SATE 4F • CcJti
a
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rr S oao®e® e,
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
**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
attache. ri id ceilin Locations shown for oermanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10,
as applicable. Applgy Oates to each face o truss and position as shown above and on the JoinfDetails, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI PI 1, or for handling, shlppinp, installation and bracing of,trussesA seal on this drawing or cover page , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The suitability g
and use of this yawing for any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com• TPI: www,tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Odando FL, 32837
Job Number: N333986 Ply: 1 SEQN: 7033 / T8 / EJAC
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 14 FROM: RWM
Truss Label: EJ7
Cust:R8975 JRef: 1WXI89750051
DrwNo: 216.20.1156.59441
JB / WHK 08/03/2020
T
+ 7-
7-
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "l36" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
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.
C
Snow Criteria (Pg,Pfin PSF)
Defl/CSI Criteria
AMaximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in Icc L/defl L/#
Loc R / U / Rw / Rh / RL / W
B 331 / 117 / 259 / - / 173 / 8.0
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
D 127 / 20 / 101 / - / - / 1.5
Snow Duration: NA
HORZ(LL): 0.017 D
C 171 / 133 / 91 / - / - / 1.5
HORZ(TL): 0.031 D
Creep Factor: 2.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.713
D Min Brg Width Req = -
TPI Std: 2014
Max BC CSI: 0.527
C Min Brg Width Req = -
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing B is a rigid surface.
Bearing B requires a seat plate.
FT/RT:20(0)/10(0)
Plate Type(s):
Members not listed have forces less than 375#
VIEW Ver: 17.02.02A.1213.21
WAVE
a AA -
No. 86367 0
a ..
®A STATE OF1
Sioji �QNAL;,
FL REG# 278, Yoonhwak Kim, FL PE 486367
08/03/2020
`"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 oytherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have brac!n installed per BCSI sections B3, B7 or B10
as applicabgle. Apply Oates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. f7efer to'
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for anv deviation from this drawing an failure to build the
k seal on this drawl vg or cover pa e, .
I for the
design
shown. The sui ability
ALPINE
ANN CCWAW
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
ivi 1;ortor r
acceptance
any structure
TPI: www.tpinst.org: SBCA: www.sbcindustry.com; ICC:
Job Number: N333986
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D
Truss Label: EJ7A
Ply: 1 SEQN:7034 / T3 / EJAC I Cust:R8975 JRef: 1WXI89750051
Qty: 2 FROM: RWM DrwNo: 216.20.1157.00143
JB / WHK 08/03/2020
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
�— 2'4"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 byALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
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,Pfin PSF)
Pg: NA Ct: NA CAT: W
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
7'
7'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.012 D
HORZ(TL): 0.021 D
Creep Factor: 2.0
Max TC CSI: 0.775
Max BC CSI: 0.504
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
C
1
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 425 / 178 / 370 / - / 202 / 8.0
D 125 /12 /101 /- /- /1.5
C 161 /125 /78 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
,��111`,1,Qf►iPlt*///t
�q<10®NSA WA� rAo,
® rl
No. 86367 v
0
Q STATE0OF o is
IN
/0NP,L
ddli111110kr
FL REG# 278, Yoonliwak Kim, FL PE #86367
08/03/2020
"'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown fortpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicab-le. Apply plates to each face o truss and position as shown above and on the Joint -Details, unless noted otherwise. Refer to A LPI N E
drawings 160A-Z for standard plate positions.
AW
Alpine, a division of ITW BuildinlgComponents Group Inp. shall not be responsible for any deviation from this drawing,an� failure to build the ANmYCOEU
truss in conformance with ANSI TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this draw! g or cover pa e , . 2400 Lake Orange Dr.
listing this drawing, indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The s i'Mability g
and use of this drawing for any structure is the responsibility of the Building Desigrier per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com: ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333986 Ply: 1 SEQN: 7035 / T1 / EJAC Cust: R8975 JRef: 1WX189750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RWM DrwNo: 216.20.1157.00049
Truss Label: EJ7S KM / WHK 08/03/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Sid: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set 1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
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: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
7'
7'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.018 C
HORZ(TL): 0.033 C
Creep Factor: 2.0
Max TC CSI: 0.725
Max BC CSI: 0.533
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
B
0
in
♦ Maximum Reactions (lbs)
Loc R / U / Rw / Rh / RL / W
A 270 / 79 / 188 1- / 151 / 8.0
C 128 /21 /104 /- /- /1.5
B 174 /135 /95 /- /- /1.5
Wind reactions based on MWFRS
A Min Brg Width Req = 1.5
C Min Brg Width Req = -
B Min Brg Width Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
will III Ilffffrpj
E NSF
No.86367
® d
p d
W
STATE OF ° 4�
e
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
"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 BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. itefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildip,$Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the aNmvcoMvauv
truss to conformance with ANSI 1, or for handlin] shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The sui�abdlty g
and use of thisrawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
=or more information see this job's general notes page and these web sites: ALPINE: www.aloineitw.com: TPI: www.toinst.oro: SBCA: www.sbcindustrv.com, [CC- www.iccsafe.ora Orlando FL, 32837
Job Number: N333986 Ply: 1 SEQN: 7023 / T2 / JACK Cust: R8975 JRef: 1WX119750011
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 5 FROM: RDP DrwNo: 216.20.1156.59489
Truss Label: CJ5 KD / YK 08/03/2020
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 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
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: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
4' 11 "4
4' 11 "4
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.411
Max BC CSI: 0.254
Max Web CSI: 0.000
VIEW Ver: 17.02.01A.1115.21
Ci
M
(V
to
M
M
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 256 / 95 / 207 / - / 128 / 8.0
D 89 /13 /68 /- /- /1.5
C 118 /92 /61 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
ONE WAkArl
No, 86367 m
d
0 1 V S
W STATE OFF®
b
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
**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 brac_ing.. Refer to and follow the latest edition of
.",up l' w ccuui wwtwns NIUMI IUt etmanent iaterai restraint oTweos snan nave Dracin mstallea per bL;bI sections t53, bt or btu,
applicab e. App y plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. kefer to
swings 160A-Z for standard plate positions.
line, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
3s in conformance with ANSI/TPI 1, or for handlia shipping, installation and bracing of,trussesA seal on this drawing or cover pa e ,
tng this drawing indicates acceptance of pro) engineering responsibility solely for the design shown. The s ifflablllty
J use of this yawing for any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2.
more information see this lob's general notes page andthese web sites: ALPINE: www.alpineitw.com• TPI: www.tpinst.org• SBCA• www.sbcindust com• ICC• www iccsaf
ALPINEI
M" CCWAW
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333986 Ply: 1 SEQN: 7028 / T32 / JACK Cusl: R 8975 JRef: 1 WX189750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 1 FROM: RDP DrwNo: 216.20.1156.59878
Truss Label: CJ5A JB / WHK 08/03/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
C
12
6 �
c�
(V �
B
ih
T
A = 2X4(A1)
D
�— 2'4" 411"4
4' 11 "4
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
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,Pfin PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.006 D
HORZ(TL): 0.008 D
Creep Factor: 2.0
Max TC CSI: 0.775
Max BC CSI: 0.245
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 358 / 162 / 329 / - / 157 / 8.0
D 85 /13 /77 !- /- /1.5
C 102 /80 /41 /- !- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
h� I
o • 4� • iA
r v No. $6367
i
o-A STATE
ATE OF*c4,,
If0 A L Ens
�llbllt16119
FL REG#' 278, Yoonhwak Kim, FL PE #86367
08/03/2020
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
i�id ceiling Locations shown for ermanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or 610
ile. AfpTy plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. f7efer to'
60A-Z for standard plate positions.
of ITW BuildiphcLComponents Group 1% shall not be responsible for any deviation from this drawing,anyy failure to build the
nee with ANSI PI 1, or for handlin4, shipping, installation and bracing of.trussesA seal on this drawing or cover page .
ng indicates acceptance of pro) essionar engineering responsibility solely for the design shown. The suii"ability
"awing for any structure is fhe responsibility of the Building Designer per ANSIlTPI 1 Sec.2.
;ee this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst:org; SBCA: www.sbcindustry.com; ICC: www.iccsaf
ALPINE
ANnw COMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333986 Ply: 1 SEQN: 7024 / T22 / JACK Cust: R8975 JRef: 1WX189750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D City: 5 FROM: RDP DrwNo: 216.20.1156.58957
Truss Label: CJ3 JB / WHK 08/03/2020
V
Loading Criteria (psi) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BOLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Sot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2X4(A1)
1r 2'11"4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
C
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.206
Max BC CSI: 0.115
Max Web CSI: 0.000
VIEW Ver: 17.02.01A.1115.21
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 185 /75 /160 /- /84 /8.0
D 50 /6 /41 /- /- /1.5
C 63 /50 /29 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
e,���1ri� AWArh�Pr��,
Q �i /-
all
No. 86367
"p , STATE OF
''O'� 41 �OR10P
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
"'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) fsa shipping,
practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
iid ceilingQ Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 87 or 610
e._ AppTy plates to each face. oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to'
of ITW Buildin Components Group Inc.. shall not be responsible for any deviation from this drawing,an y, failure to build the
rice with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawirig or cover page ,
ng indicates acceptance of pro) esslonar engineerinp responsibility solely for the design shown. The suifablli y
rawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ALPINE
ANR COWAW
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com• TPI:_ www.t inst.or : SBCA: www.sbcindustry.com; ICC:
Job Number: N333986
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D
Truss Label: CJ3A
Ply: 1 ISEQN:7029 / T20 /JACK Cust:R8975 JRef: 1WX189750051
Qty: 1 FROM: RDP DrwNo: 216.20.1157.00564
KD / YK 08/03/2020
Loading Criteria (pst)
I Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #1
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
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: NI
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
C
2' 11 "4
2' 11 "4
Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
PP Deflection in loc Udell U# I Loc R / U / Rw / Rh / RL / W
VERT(LL): NA
VERT(TL): NA
HORZ(LL): -0.003 D
HORZ(TL): 0.004 D
Creep Factor: 2.0
Max TC CSI: 0.908
Max BC CSI: 0.283
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
0 E NS�°
m
r
No. 86367
•
P� STATE OF ®cug
B 308 / 157 / 309 / - / 113 / 8.0
D 45 /24 /55 /- /- /1.5
C 34 /28 /35 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
ORIVr
0,4100N A L k It *o
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
""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 rjpid ceiling Locations shown for _permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply pfates 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.
Alpine, a division of ITW Buildinq�Components Group Inc. shall not be responsi¢le for any deviation from this drawing,an`+ failure to build the
truss in conformance with ANSI) PI PI 1, or for handl% shipping, installation anal bracing of.trussesA seal on this drawl rrfSg or cover pa e. -
listing this drawing indicates acceptance of proTesslonar engineering responsibility solely for the des i n shown. The suit9ability
and use of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPl 1 Sec.2.
-or more information see this job's general notes page and these web sites:. ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustrv.com: ICC: www.iccsaf
ALPINE
AN MCOMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333986 Ply: 1 SEQN: 7025 / T24 / JACK Cust: R8975 JRef: 1 WX189750051
,7A5/320 ,167ED ,RG01 / 1672/ARIAMEAB ELEV.D Qty: 6 FROM: RDP DnwNo: 216.20.1156.59379
Truss Label: CA JB / WHK 08/03/2020
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 "
43
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
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.
12
6 C
B Fco
M
A
D
2X4(A1)
1
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: W
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Mist; Criteria
Bldg Code: FBC 6th ed.201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udgfl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 ID
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.025
Max Web CSI: 0.000
VIEW Ver: 17.02.01A.1115.21
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 143 /79 1148 /- /41 /8.0
D 11 /12 /18 !- /- /1.5
C -15 /32 /27 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
III It l l lryrfAWAko.#,
Irl
No, 86367
d
'- STATE OF : �q
t11d961uab6
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
—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 cellin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or p10,
as applicable. Applgy plates to each face ofptruss and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
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 RW COMVRNY
truss in conformance with ANSI/TPI 1, or for handlin shippinn, installation and bracing of,trussesA seal on this drawing or cover pa a .. 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro) esstonar engineering responsibility solely for the design shown. The suidbllity g
and use of thisrawing for any structure is the responsibility of the uilding Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alDineitw.com: TPI: www.toinst.oro: SBCA: www_shcindustrv_com• ICC• www iencafa nm Orlando FL, 32837
Job Number: N333986 Ply: 1 SEQN: 3B43 / T19 HIP_ Cust: R8975 JRef: 1WX189750051
,7A5/320 ,167ED ,RG01 / 1672/ARIA/4EAB ELEV.D Qty: 3 FROM: RWM DrwNo: 216.20.1156.59238
Truss Label: HJ7 TCE / WHK 08/03/2020
Loading Criteria (psi)
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 "
T
4.3
�— VY
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP 2400f-2.OE
Webs 2x4 SP #3
Lumber value set "l36" uses design values
approved 1/30/2013 by ALSC
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Provide (3) 0.162"x3.5", min toe -nails at top chord.
Provide (3) 0.162"x3.5", min toe -nails at bottom chord.
5'3"5
5'3"5
9'10"1
4'6"11
9'2"2
9'22
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.040 F 999 360
Lu: NA Cs: NA
VERT(TL): 0.111 F 999 240
Snow Duration: NA
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.20V
Max TC CSI: 0.546
TPI Std: 2014
Max BC CSI: 0.416
Rep Factors Used: No
Max Web CSI: 0.260
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.01A.1115.21
WAVE
1`,�ts�illliflPfl�t�®r
pN�4WAArcENs
s �
No. 86367 a ® Ps
Or STATE OF
�j`S •••Q b
1% /ON+AD 1 e,
C.
FL REG# 278, Yoonhwak Kim, FL PE #86367
08/03/2020
191
7"14
y 61,1
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 326 / 154 /- /- /- / 10.6
E 364 /84 /- /0 /0 /1.5
D 214 /177 /- /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Reg = 1.5
E Min Brg Width Req = -
D Min Brg Width 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
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 sheathingand bottom chord shall have a propperly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin insalled 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. (tefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,an failure to build the aNmvmMvnNv
truss in conformance with ANSIQ PI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , 240o Lake Orange Dr.
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability 9
and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com: ICC: www.iccsafe.org Orlando FL, 32837
Gable Stud Reinforcement Detail
ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) Ix4 'L' Brace T(
(1) 2x4 'L' Brace w
(2) 2x4i 'L' Brace w
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace w
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
-
S P P
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
HF
Stud
3' 8'
5' 9'
6' l'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
O
Standard
1 3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10,
8' 2'
9' 4'
9' 8'
12' 4'
12, 9'
14' 0'
14' 0'
_J
S P
#2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9131
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
cu
P
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
_
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
+
_
S P P
#3
4' 2'
7' V
7' 9'
8' 9'
9' 1'
10' S'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
u P
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10, 5'
10' 10'
13' 9'
14' 0'
14' 0'
14' 0'
O
�I
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'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' V
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
D fr L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, li'
13' 4'
14' 0'
14' 0'
14' 0'
Standard 1
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10,
11' 10,
12' 7'
14' 0'
14' 0'
Q
#1 / #2 1
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 F
#3
4' 7'
8' 2'
8' 5'
9' 8'
10' 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
l_ 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'
0
f�
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' V
8' 5'
8' 8'
9' 11'
10, 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3
8' 7'
9' 9'
10' 2'
11' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
.--I
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13, 7'
14' 0'
14' 0'
14' 0'
yautm
Abo)
able Truss
Diagonal brace option,
vertical length may be
T
doubled when diagonal
brace Is used. Connect
dingonnl brace for 600#
18•
'L•
t+iQtQ11j��
at each end. Max web
total length Is 14'.
Brace
E 0 A�' ,��
�9 , �P p
Vertical length shown
In table above.
114-(as
2x6 DF-L 92 al
better diagonal
brace, single
or double cut
shown) at
upper end.
r
8,
L
q 0 2/
A - • 6 7 #
1 e
Connect diagonal at
midpoint of vertical web.
Refer to
an>�uous'
v Bearing— A.
chart ab $'c&� mn e t al ,ell
v
—VARNIN[d® READ AND FV10W ALL NOTES DN THIS DRAVINGIV.
--MMRTANTww FLOWSH THIS CONTRACTORSINCL ]DRAWING TO ALL CONTRACTS UDING THE INSTALLERS,
Trusses require extreme core In fabricating, handing, shipping, Installing and brodng. Refer to an&W
follow the latest edition of BCSI (Building Component Safety Infornatlon, by TPI and SBCA) for safety
practices prior to performing these functions. Installers shag provide temporary bracing per BCSL 10,
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord
shall have a property attached rigid ceRing. Locations shorn for permanent lateral restraint of webs
as applicable. Apply plates to each face
shall have bracing Installed per BCSI sections the
B7 or Details,
of truss and passion as shorn above and on the Joint Details, unless noted otherwise.
Refer to d—ings 160A-2 for standard plate positions.
#®
11
Oi \�O Y
A 0 4 b e 0 q
/ U
�d` + p1��
d �, y i1 \:� VVV�,1
IdII�I1j ��r
AN ITW COMPAW
\ \ 13723\ Riverpod\ Drive
\1 Suile\200
Moline, a divislon of ITV Bullding Components Group Inc shall not be responsible for any deviation from
this drawing, any failure to bulld the truss In conformance with ANSLITPI 1, or for handling, shipping,
Installation L bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of prof �
engkweKg resporMbUty solNy for the design shown. The sultoblUty and use of this dra
for any structure Is the resporrsa," of the Binding Designer per ANSI/TPI 1 Sec.P
\1 Maryland\ Heights.\ MO\ 63043
For more Information see this ,Job's general rates ppage and these web sites,
ALP➢E, wwr.atpineltw,coni TPL w tpinstorgi SBCA, wwr.sbcindustryorgi ICC,--Jccsnfe.org
Bracing Group Species and Grades,
Group A,
S ruce-Pine-Fir Hen-Flr
#I / #2 Standard 1 #2 Stud
#3 Stud 1 #3 i1standard
➢ou las Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
Group B,
Hen -Fir
#1 8 Btr
#1
Douglas Fir -Larch Southern Plnewww
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
wwFcr lx4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group H
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 psi TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nails.
X For (1) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
iK)Wor (2) 'L' braces, space nalls at 3' o.c.
In IS' 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
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail.
REF ASCE7-10-GAB16015
DATE 10/01/14
DR W G A16015ENC101014
Len th
No Slice
Less than 4' 0' 2X3
Greater than but 3X4
less than
Greater than 11' 6' 4X4
Rl�
TOT. LD. 60 PSF
AX. SPACING 24.0'
0178, Yoonhwak Kim, FL PE #86367
TOT. LD. 60 PSF
AX. SPACING 24.0'
0178, Yoonhwak Kim, FL PE #86367
Gable Stud Reinforcement Detail
ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Ori 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Orl 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Ort 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D, Kzt = 1.00
S
2"Brace
Gable Vertical
pacing I Species I Grade
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace 0(2)
2x4 'L' Brace rr
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace r
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
r
#1 / #2
3' 6'
6' 0'
6' 3'
7' 1'
7' 4'
8' 5'
8' 9'
Il' 1'
11' 7'
13' 3'
13' 9'
0)
U
S f
#3
3' 4'
S' 1'
S' S'
6' 9'
7' 3'
8' 4'
B' 8'
10' 7'
11' 4'
13' 1'
13171
H P
Stud
3' 4'
5' 0'
5' 4'
6' 9'
7' 2'
8' 4'
8' 8'
10, 6'
11' 3'
13, 1'
13' 7'
0
Standard
1 3' 4'
4' 4'
4' 7'
5' 9'
6' 2'
7' 10'
8' S'
9' 1'
9' 8'
12' 4'
13' 2'
#1
3' 8'
6' 1'
6' 4'
7' 2'
7' 5'
8' 6'
8' 10,
11' 3'
11, 8'
13' 4'
13, 11'
J
S P
#2
3' 6'
5' 9'
6' 2'
71'
7' 4'
8' 5'
8' 9'
11' 1'
11' 7'
13' 3'
13' 9'
#3
3' 5'
4' 7'
4' 10'
6' 1'
6' 6'
8' 2'
8' 9'
9' 6'
10' 2'
12' 11'
13' 8'
d
F
Stud
3' 5'
4' 7'
4' 10'
6' 1'
6' 6'
8' 2'
8' 9'
9' 6'
10' 2'
12' 11'
13' 8'
Standard
3' 1'
4' 0'
4' 3'
5' 4'
5' 9'
7' 3'
7' 9'
8' 5'
9' 0'
11' 5'
12' 3'
U
#1 / #2
4' 0'
6' 10'
7' 2'
8' 1'
8' S'
9' 8'
10' 1'
12' 9'
13' 3'
14' 0'
14' 0'
-
_
S P P
#3
3' 10'
6' 2'
7' 2'
8' 0'
8' 4'
9' 7'
9' ill
12' 7'
13, 1'
14' 0'
14' 0'
U
LJ P
Stud
3' 10'
6' 2'
6' 7'
8' 0'
8' 4'
9' 7'
9' 11'
12' 7'
13' 1'
14' 0'
14' 0'
O
Hl
Standard
1 3' 10'
5' 4'
5' 8'
7' 1'
7' 7'
9' 7'
9' 11'
ill 1'
11' 11'
14' 0'
14' 0'
\
#1
4' 3'
7' 0'
7' 3'
8' 3'
8' 6'
9' 9'
10, 2'
12' 11'
13' 5'
14' 0'
14' 0'
/
S P
#2
4' 0'
6' 10,
7' 2'
8' 1'
8' 5'
9' 8'
10, 1'
12, 9'
13' 3'
14' 0'
14' 0'
#3
3' 11'
5' 7'
5' 11'
7' 5'
7' 11'
9' 7'
10' 0'
11' B'
12' 6'
14' 0'
14' 0'
QJ
D P L
Stud
3' 11'
5' 7'
5' 11'
7' 5'
7' 11'
9' 7'
10, 0'
11' 8'
la, 6'
14' 0'
14' 0'
Standard
3' 9'
4' 117
5' 3'
6' 7'
7' 0'
8' 11'
9' 6'
10' 4'
11, 1'
14' 0'
14' 0'
#1 / #2
4' 5'
7' 7'
7' 10'
8' 11'
9' 3'
9' 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
_
S P P
#3
4' 3'
7' 2'
7' 7'
8' 10,
9' 2'
10' 6'
10, 11'
13' 10'
14' 0'
14' 0'
14' 0'
U
I I P
Stud
4' 3'
7' 1'
7' 7'
8' 10,
9' 2'
10' 6'
10, 11'
13' 10'
14, 0'
14' 0'
14' 0'
0
I I
Standard
4' 3'
6' 2'
6' 6'
8' 2'
8' 9'
10' 6'
10, 11'
12, 10,
13' 9'
14' 0'
14' 0'
X
7' 8'
7' 11'
9' 0'
9' 5'
10, 9'
11' 2'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 5'
7' 7'
7' 10'
8' 11'
9' 3'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 7'
9' 12'
10' 7'
11' 0'
13' 5'
14' 0'
14' 0'
14' 0'
.--I
r
D f L
Stud
4' 4'
6' 5'
6' 10,
8' 7' 1
9' 12' 1
10' 7'
11' 0'
13' 5'
14' 0'
14' 0'
14' D'
Standard
4' 3'
5' 8'
6' 1' 1
7' 7'
1 8' 1' 1
10' 3'
10' 11'
11' 11' 1
12' 9' 1
14' 0'
14' 0'
Alacta
able Truss
Diagonal brace options
vertical length may be T
doubled when diagonal IB•
brace Is used. Connect .L
diagonal brace for 775aat each end, •L• �g�4llPf►��
total length IsN14', web Bracee -
2x6 DF-L #2 or /�IXI
better diagonal T_
Vertical length shown bracei single
In table above. or double cut •
45' (as shown) at e
upper end.
Connect diagonal nt ontuouspBenring
mid olnt of vertical web. Refer to chart abA ma e t al l
WVARItONG-w READ MID FOLLOW ALL LUTES ON THIS DmwDn v
—DVMTAHT— FIJIRNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTA:: M a
oo
Trusses require extreme core In fabricating, handling, shipping, Installing and bradng• Refer to one®, /�(:
follow the latest edition of SCSI (Building Conponent Safety Information, by TPI and SBCA) far safety 4LL
practices prior to performhg these functions. Installers shall provide tenpornryy 6rnchp per BCSI.
Unless noted otherwise, top chord shall have properly attached structural shenthhg and bottom chord d✓ S d
wr shall have a properly attached rigtd ceiling. Locations shown for pernanent lateral restraint of webs �f�l Ji'jAr l
d �r;1� shall have bracing installed per above
sections the
J or DBIG,et s applicable. Apply prates to each face / �Jj H
�l'r�LUJ_'�JJ of truss and position -Z shown above and on the Joint DetMs, unless noted otherwise.
U Refer to drawings 160A-Z for standard plate positions.
AN LOIN COMPANY this Alpine,
division of ITV Building Corponents Group Inc shall not be responsible for any deviation from
Installntiong, my
braf allureg of to build the truss In conformance wlth ANSMPI 1, or for handling, shipping,
A seal on this drawing or cover page L6-" this drawing, bwOcates acceptance of professional
\ \ 13723\ Riverport\ Drive engkleeNng resparubdtty solely for the design shown The suitability and use of this drawkV
1 \ Suite\ 200 far any strucbre is the responslMlity of the Budding Deslgr a per ANSI/TPI 1 SecP.
\\Maryland\Heights,\MO\63043 For more Information see this Job's general notes page arW these web sitesi
ALPINE w—atpineltw.coni TPD wwwhpins4ora) SBCA, — edustrvarol ICO vdccsafe.oro
Bracing Group Species and Gradesi
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standard #2 Stud
#3 Stud #3 Stnndnrd
Dou ins Fir -Larch Southern Plnewww
#3 #3d S Stutud
Standard Standard
Group Bi
Hem -Fir
#1 & Btr
#1
Douglas Fir -Lurch Southern Plnermst
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rotted Board).
wwFor 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 100 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nails.
ill: For (1) 'L' brace- space nails at 2' o,c.
In 18' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces, space nails at 3' o.c,
In 18' end zones and 6' o,c, between zones.
'L' bracing must be at minimum of 807 of web
member length.
Gable Vertical Plate Sizes
Vertical Length No Slice
Less than 4' 0' 2X3
Greater than 4' 0" but 4X4
Less than 10' 0'
+ Refer to common truss design for
peak, splice, and heel plates,
Refer to the Bullding Designer for conditions
not addressed by this detail.
REF ASCE7-10-GAB18015
DATE 10/01/14
DRWG A18015ENC101014
TOT. LD, 60 PSF
SPACING 24,0'
Yoonhwak Kim, FL PE #86367
I
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
For Let -in Verticals
Gable Truss Plate Sizes
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates,
vertical plates overlap, use a
to that covers the total area of
sapped plates to span the web.
2*2X4'
*2X8
Hrovlde connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nnilsl
10d Common (0,148'x 3.',min) Nails at 4' o,c, plus
(4) nails In the top and bottom chords.
Toenalled Nallsl
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 detall 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 r
A11515ENC100118, A12015ENC100118, A14015ENC100118, 0 III
A18015ENC100118, A20015ENC100118, A20015END10011�
A11530ENC100118, A12030ENC100118, A14030ENC1 i1rQ WNIC10f�19,• f("�
A18030ENC100118, A20030ENC100118, A20030EN ��
S11515ENC100118, S12015ENC100118, S14015EN 0118 �16 0 3Q]
S18015ENC100118, S20015ENC100118, S20015EF$110011� S 0 i5P 1 8
S11530ENC100118, S12030ENC100118, S140302C1001I8, S J 1►
S18030ENC100118, S20030ENC100118, S2003 0118, S2003OPED100118 6
Seeappropriate Alpine gable detall for maxlmZ unrlRlnfarcedO§e®Lertical 1p
mVARN Mao READ AND FOLLnV ALL wren ON THIS DRAVnm
■ DFMTAMT" FURNISM THIS DRAVIw TD ALL 6WnZACTI3RS WCLUDING THE INSTALLERS.
/^\\ Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to anfolio.d
V Fold the latest edition mi SCSI (Bultosee ng Component Safety shalt
provide a or and bracing
far safety
practices prior to performing there functions. Installers shall provide temporary brndng per BLSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom cho
w, shall have a properly attached rigid ceRing• Locations shown for permanent lateral restraint of we
shall have bracing Installedss per, BCSI sections the
B7 or Beta as applicable.no Apply plates to each fac
�l���rLL�JrJ �I luj�\vll of truss and position -Z 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 deviation fr
AN ITW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
Installation & bracing of trusses.
A seal on this dI or cover page llsti g this drawing, ind1cates acceptance of professlonnl
%% 13723\ Riverpon\ Drive engineering responsibility sotely for the design shown. The suitability and use of this dmuing
\\Suite%200 for' any structure is the responsMty of the "dig Designer, per ANSI/TPI 1 SecP_ Q %\ Maryland\ Heights,% M0%63043 For more Information see this Job's general notes page and these web st�6�°7
ALPINEi www.alpineltw.coml TPIi www.tpinst,orgl SBCAi www.sbcindustry,orgl ICO wwwl
STATE OF
rtl Q `A, ,�41,
e
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -null - Or - IN End-nnll
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detall).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member,
✓eb Length Increase w/ 'T' Brace
'T' Relnf,
Mbr, Size
'T'
Increase
2x4
30
2x6
20
Examples
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt-= 1,00
Gable Vertical = 24'o,c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 30% = 1,30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
e_
MAX, T❑T, LD, 60 PSF
DUR, FAC, ANY
MAX. SPACING 24,0'
REF LET -IN VERT
DATE 01/02/2018
DRWG GBLLETIN0118
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
For Let -in Verticals
Gable Truss Plate Sizes
ppropriate Alpine gable detail for
:e sizes for vertical studs.
Engineered truss design for peak,
rb, and heel plates.
vertical plates overlap, use a
,te that covers the total area of
lapped plates to span the web,
e: 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nalls,
10d Common (0.148'x V,min) Nalls at 4' o.c. plus
(4) nails In the top and bottom chords,
Toenalled NaRsi
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 Gable Detail Drawings ee
A11515ENC101014, A12015ENC101014, A14015ENC101014, 91 CX14110o.
A18015ENC101014, A20015ENC101014, A20015END101 % 1�4� rr0
A11530ENC101014, A12030ENC101014, A14030ENC1 Q€MCD1®16,• /rl P
A18030ENC101014, A20030ENC101014, A20030EN1�1Ql�} Aa0 3 �►
S11515ENC100815, S12015ENC100815, S14015E1�100815e�51 0 •S�
S18015ENC100815, S20015ENC100815, S200155OD1008JI5, 015P D 8 e
S11530ENC100815, S12030ENC100815, S1403004C100015, 0 t
S18030ENC100815, S20030ENC100815, S20030EWOU815, S20030PED100815 F
Seeappropriate Al ine 77�rC .
p gable detail for mnxlma�wl unrRlnforced"Tj'eMerticnl to
a, a STATE (W a
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End -null
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specle, and grade of the 'L' reinforcing member,
✓eb Length Increase w/ °T° Brace
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
Examples
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o,c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x8'7'=11' 2'
d I�LJ�J
��[��
w=DWMTANT" FISH nuSSDDMVING AND m°ALiL�CONTRACTORs asunING � INSTALLERS. P�i�
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
follow the latest edition of HCSI (Building Component Safety Information, by TPI and SHCA) for safety
practices prior to performing these functions. Installers shall provide temporary bra Ing per BCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord
shall have a property attached rigid ceiling. Locations shown for permanent lateral restraint of webs
se
shall have bracing Installed per above
sections the
B7 Joint let as applicable. Apply plates to each face
of truss and position all shorn above and an the Joint 1110, s, unless noted otherwise.
Refer to drawings 160A-Z for standard plate positions.
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REF LET -IN VERT
DATE 10/01/14
DRWG GBLLETIN1014
AN 1TW COMPANY
1113723\Riverpon\Drive
"Suite1200
\lMarylantl\Heighls,\M0163043
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation from
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
Installation 6 bracing of trusses.
A seal on this drawing or cover page Ustig this drawng, Indicates acceptance of professional
e.glneering responsblllty solely for the deign shown. The swtabuty and use of this drawing
for' any struchre Ls the responsblllty of the "ding Designer per ANSI/TPI 1 SecZ
Far more Information see this Job's general notes page and these rev sI ftW78
ALPINE. vr.alpineitr.con) TPh vw.tpinst,orgl SHCN vwsbclndustryarg) ICG wr.c s
Yoonhwak Kim, FL PE #86367
AX, TOT, LD, 60 PSF
DUR, FAC, ANY
MAX, SPACING 24,0'
Valley Detail - ASCE 7-10: 160 mph,
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,
"Attach each valley to every supporting truss with)
(2) 16d
box <0,135' x
3,5') nails toe -nailed for
ASCE 7-10
160 mph.
30'
Mean Height, Enclosed
Building,
Exp, C, Wind
TC
DL=5 psf, Kzt = 1.00
Or
ASCE 7-10
140 mph,
30'
Mean Height, Enclosed
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 ITW BCG Wave Plates,
3X4
12
12 Max, I
2X4 X4
. 8-0-0 max
4X4
12
12 Max, I
1X3
30' Mean Height, Enclosed, Exp, C, Kzt=1,00
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 3L0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014.
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
installation,
Or
Purlins at 24' o,c. or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Valle
Spacing
Pitched Cut Square Cut
Bottom Chord Bottom Chord
Valley Toe -nailed Valle / y
ss
1X3 (Max Spacing)
a1X3 5X4/SPL _1X3 2X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing.
sp 4 •° 4 •
® No, me
e
2X4
Stubbed Valley
End Detail
T
oAmd)n I T
4X4
Optional Hip
Joint Detail
�u�s1e�
Partial Framing
Plan
-OWARN M90 RFAB AM FDLLOW ALL NaTrS DN THIS DRAWRO
a 41CIRTANIw■ FURNISH THIS DRAVD46 TII ALL CnNIRAMRS RM.TJI M THE IWTALLM
� W I rli i LL yr
+ ®
'Mr�
.L 30
30
40 PSF
REF VALLEY DETAIL
Trusses require extreme cnrc N fabricating, handling, shipping, Installing and bracing. Refer to and
follow the latest edition of BCSI ®ulding Component Safety Information, by TPI and SBCA) for safety
p
�p �� + v
1D 20
15
7 PSF
DATE 10/O1/2014
practices prior to performing these functions. Installers shall provide temporary bracing per BCSL
V�1��
®
�� 0 C
0
DRWG VAL160101014
/jjj r1�L� FI�
Unless noted otherwise, top chord shalt have properly attached structural sheathing and bottom chord
shall have a properly attached rlgld celing. Locations shown for permanent lateral restraint of webs
shad hove brndng Installed per BCSI sections or B10, as Apply plates to each face
de Ss o * e
der+ /Pi p m y
Yee,
C D 10
10
10 PSF
�Q�II Ili ON
AL
the J unlesnble.
of truss nndwiposltlon as shorn above and on the Joint Oetnlls, unless noted otherwise.
�`/l`Jrd
BC L 0
0
0 PSF
V
Refer to dra ngs 160A-Z for standard plate positions.
/\PI �l W COMPANY
Alpine, a division of ITV Bullding Compments Group Inc. shall not be responsible for any deviation from
this drawing, any falure to bulld the truss In conformance with ANSI/TPI 1, or for handling, shipping,
T❑TL DL 60
55
57PSF
Installntlon li brnclnp of trusses.
A seal on this drawing or cover page listing this drawing, g, Indicates acceptance of professional
DUR.F .IL25/1.33
5
1.15
1113723% Riverporh Drive
englneerirg resPonsWittyy solely far the design shorn The sLdtabiOty and use of this drawing
for any structcx is t e rcsporhskJUty of the Buldtrp Designer Per ANSI/TP1 I S e'=
1\Suite1200
\1Marylandll Heights,\M0163043
Fm more Inf—tiro see this Job's general notes page and these web sltesc
ALPINE ww—Wneitw.eonl TPI- nw,tpinst.orgi SBCA- wwwsbdndustry.orgi ICD wvdcrsafe.org
SPA ING
E24.
0'
ft./W I.78, Yoonhwak Kim, FL PE 486367
I VALLEY FRAMING & BRACING DETAIL I
RI
BC
`/2
of
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is Impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 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
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
;e the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gored between rows.
Typ)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
4 16d toe -nails
(**) 816d face -nails
Rafter to sleeper or blocking
5 16d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
"" ""'"""" " ""` " �` " `"i 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples V-0" to 10'-0" long
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of cripple with 10d f0.128"x3.0") nails at 6" o.c. 'T' or scab must be 90% of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/'T' or scab. Use stress
graded lumber & box or common nails.
;Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
Installed into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples If cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing In accordance to current NDS requirement�Ni
Nails are common wire nails unless noted otherwise. A N,
`• ••Nahee• / �i
WARIM4G" READ AND FMI" ALL NAILS DN WS DRAVRQ
..OPO2TANTa FLRN= THIS DRAVM To ALL CUKRACIP[M aryrmor. THE MSTALLERS
Trusses require extreme care h fobricatkq tandllnp shippkq, Installkp and brackg •Refer toran
Fahey the latest edition rl SCSI (BulcUrgfun Corqpions. Int Safety all protlon. a or and SBCArosin for CO.
practices prior to l ise, top
these all have Installers the proNde inat sheathing
ng C d per n %
UNcss noted otherrise, top chord shop have properly attached structural taterat r and bat of i� l
stall have a properly attached SCSI celUng. Locations shorn for perronent lateral restrant of fI
T7 ^ r] stall have post Installed per SCSI sectlu n the
87 or Dle, as uril bno Apply plates to each fog
I � I�f�\VI I of truss and position as shosn above o� on t �o fart Detals, unless noted otherwise.
Refry to draehps 16GA-Z for standard etr
Alpke, o o"slm of ITV Budding Components Croup Inc. shall rot be responsbtr for ony deviation IF
AN ITWCOMPANY this d^arhg, any fnlure to build the truss In confornonce rlth ANSVIPI 1, or for hwxUV, shipping,
Installatkxi 6 bradng of trusses.
A seal an this`dms#ig or cover page Nsthp this drarky. Indicates a¢eptuice of professkerol
crokeer+ip re�eramllty sold for the drs7pn sham TFr Shp
13389 Lakelronl0me for' arty ctr�c Is tM resporm6ilty of tfr Atdrp Desigrrr pry Attn MI 1 Sec' �
Earth City, MO 63675 For rorr hfornatlen see this Job's general net gpaape and ttece rob sit—
ALPDEr rrralpleltrtoru TPIi —Apil tor3i SBCM m.sbdndustrYOrGI ICO m.hrsafearo
STATE OF
'.•: V R 1Or•
r SKr..•• ����`
s`ONALE
?O(
(A) (B) (**)
LL 20 30 40 54 IREF VALLEY FRAMING
DL 10 20 7 7 JDATE 10/01/14
$C DL 0 0 0 0 1 DRWG VACNV1801015
BC LL 0 0 0 0
TOT. LD.30 50 47 61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE