HomeMy WebLinkAboutTruss Engineering PackageN
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21'-4" 4'—e 14'-0"
39'-8" :3
THIS IS A TRRS R11CT]ElIT PLAN ITS MTEPUM TO AID N 711E INSTALLATM ff TRUSSES. ENGOEII7ED 7R15S 1R11,1 AND AR70TP>;TU M- SUtERLEDE TFOS OOLIAOIT.
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PIREFER
CONNECTION.
0
PLUMB
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
SHINGLE ROOF
6 l�11-'
41 t } , h :!
�_�.
---,L,1 0
— RECEIVED
APR 3 0 2021
ST. Lucie County, Permitting
Reviewed for Code
Compliance
Universal Engineering
93 Sciences
h&,be
Total Truss Quantity = 75
Labeled End Mark
s—
General Notes
1) A padA1 d-.1 hmq fiat ht�e and fatt*d-d PNU* P*&drw
to be Yddd pan Hh ap
a)=on
to be s7 WM "UM Haim otA M=
3) � WMCW IS W O.C. uim gum
4) Pr TH PAN Ya a - Bcs-81 I.taHnHHndaOal
P.I.M. x-6radnq dffA b pl.W d a
Tttmdmua tgadtq t5 O.G aoma t1e apn, to
b rgHealed d a mmdmvn d 2Y btaAn Sall
dwcbm
pboax :11.M 8 for aW adABad 4odp
ddWL
ROOF LOADING SCHEDULE
TCLL = 20 PSF
BCDl1L = PSF
BCDL = 10 PSF
PSF
TOTAL = 37 PSF
DURATION 1.25 x
WIND SPD/TYPE= 180
ENCLOSED
BLDG EXPOSURE — C
USAGE —RESIDENTIAL CAT R
WIND IMPORTANCE FACTOR= I
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
T—s member dosip, & connector plates
am desi�goned forASCE 7-10 and maximum
forces 6om both components, and claddings
and main wind tome resisting systems.
Thcs tmsses bavc been reviewed to carry
additional ]0'� psf non<oncarrent bottom chod live
load.
FLOOR LOADING SCHEDUL
TCLL PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL REACPIONS AND UPLIFTS
ARE SHORN ON ENGINEQtiNG
WALL KEY
i� 8-8"
® 0
DESCRIPTION [NIT. DATE
Na aAs tam arena
OQ WAC LaO 111r TAVN
im PAYc .tot anum
LOAD/ DESCRIPTION UNIT. DATE
Ha a.>.mo.aa HrvHt cans
Av Hnwe. Hwaaer Hmr T/a/1a
LfNKV LAMB ,m wum
CARPENTER
CONTRACTORS
I� OF AMERICA
3900 AVENUE G. N. V.
WINTER HAVEN FL12RIDA 33860
PHONE,(80W 959-8806
FAX, (863) 294-2488
BUILDER D.R. HORTON STATEME
PROJECTCEMEE9IDE/SFH /
MODEL 1828/CAIJ/4EBR
CCA PROJ/MODEL/ALT
7AB/ 320/182ED,F/ 02
ALT DESGM UM BOOM ■AQ ID COY UN
OTC 3313 HOMESTEAD DR
LOT 9 BLOCK
DESIGNER
PAGE
RFS
1
3 17
#31
334504E
1 4 "=1'
ENGINEERING PACKAGE
Builder:
Project:
Model/Building:
Lot Alt:
Lot: 9
Address:
JobNumber: N334504
......................... _..._.............. ............................. ... ...................................
....
Revision Date:
Block:
Unit:
New Load #:
CARPENTER CONTRACTORS OF AMERICA, INC
Reviewed for Code 3900 AVENUE G. N.W.
Compliance
Universal Engineering WINTER HAVEN, FLORIDA 33880
Sciences
PH (800) 959-8806 FAX (941) 294-7934
N
-
L�!
�R
101---
�..
ALFINEE
March 1-3,2019 AN * CO'IMPANY
fVlr. Bob.Midhaelis
Ga.r'6ht6r:'Cdhtract6rI's 6f-Am&ri6a,,-lnc.
.39b0 Avenue G,. Norfhwest-
Winter H4Ven,.:FL 33.880-6201
Re: Alternative ln'sta"I lations.. for 6 single ply carried truss with a width less than the hanger width, ,and.
wood..bl6bkiPg,tp:p'chieve f6l.] design load:value for fa6e�-m ounte.d.."hanger-attao;hh!6nt.on a,on e . ply
.supporting girder (Rdf6fbh66 detail WA3U2)..
Pear Bob,
For 'a'single ply carried truss with 'a width lest.than'the'hanger width -you i.can .install .a. prefabricated jack..
- scab .truss (*)for wood filler t IoQkihgi.. The chord: sizes-, chord - grad
es,
10 , and.Alpirte:'c6hriect6r.plafEi'(S) to
be - the. same atthe single :plY'"-camoatruss. 'The prefabricated .j k:'tdaibtrUss(*)":W.illhav'L-.a.minimuM
length of 48"and will.have a minimum pit.O.h. .:of.,51.1 2. The single ply. carr i..e'd'.,trqss shall have..a reaction of
3,500#or le!�s.*At'tach.prefEOO*c�a*t'e'�d'.ja6k:scab,tr.-uss.wi'th.twQ.(2) rows of 0A28."x3,0'."GUn Nails at'2'
O.C. per row,
staggered 1 I below). I Pl6asb.eefbr to the Simpson Sfrong� e C. ato
2QI.9- page 216. iggre:.3"for more 1nf6rmdii'6n:'
Figure . -I
For-p singlei- p Iy',gJMerthat requires Wood blocking to,ddhie'veJUll design load valub for face -mounted
hangers attach one wood block to the back face of the single: ply girder with the same size and
grade as the bottom cliord.of tlie. single ply girder. The=wood block length to' be such that the wood
blocking -extends to each' adjp* q**e'nt'pan'6lpoints (*6bs-Afid b6tt6m chord intersections),:: Attach wood
0-0.0-.per row,. staggered: 3.0" applied to., the
blo& (*)-.'with two-' -2J -rows of 0.1287 x3. n Nails r G4 alsd.t.
616OForum Drive Suite 305,.Orlando; FL32'82i_(8OCi)*.52l=9106'- 63).,422A -.8685
www.alpineitwcom
ALPINE
singleply. girder fbce; With an additional (20) 0,128" 0. 1. 0, �'Gun,`Riails al eacb- panel ppI'nf applied1othe,
Wood. bock face ($6e figure '2' og 6-620,1.91
bL-lb.*)..Ple.asEirefer toth6.:SirhosdhStrong-Tie .:C.'btaI
-page 216, RO-Ure.1 -for more irifdrMation.
FfgymZ�'
............. ... ... ........ .. ... ............ .. . ...... .. .......... .. ...
The -applibMofi of prdffibdcated jack scab truss for Wood fille'rblockihg:of Wqqd .blocking to achieve fUll.
design load value for face=mo.unted hangprq Must be approved by the. harclware manufaciUrer..
All edge' -and end: distances, and sp.A6jhgJdr . all nail connections must be suOili6nt to prevent -splitting of
'Wood..
If I can.be. of any further.assistance,-or if you have anyquestion.s. please -give me a call_
4:
. - A
William Fali Krick*.P.E..
Chief Engi.heer,
Alpipe-an. ITIN. C-.,om*pany
EngineeringbLip'aitment
Odandoi FL
6750 Fbr'u'm' - Dfiv&.- SO it6'306',:O rilafit]6, R.$282.1 - (800)*.521 -9790 - (863) 422-8685
ww a 1pi. 40i fw..d.b. rij
ALPINE
NITWCOM-PANY
A -1 2Q:2019'
.pn V
Mr. Bob Michaelis.
Caipehter Cobtradtors; of Atnerida, Ind.
390.0 Avenue Northwest
Wintet Haven, FL 33880-6201.
Dear Bob,.
.Rd'- Strlonob6ck bridg ihd'.O'h tbbf trusses.
I understand -there is some. concern over our teddrYiMendati6ris for strohgback bridging' on ro'of'trus'ses,
of.the
'8frongback bridging -for roof trusses. is not. a .-requirement of ANSkTPI 2-Q14.npr is q. a requirement
Building Oomponont -Safety Information C$ But strongback bridgirigt- 66 roof- :trusses is
W j1d.qd.�y 'Orok�te� Cohtrdbtdt§ of. America: qt� n"gba6k Mcig1hp,
e _following,
functions:.'
One, bridging aligns the- bottom chords after they are. set ..so.. the are uniform along the ceiling
.-
fine and h6lps,.'w'ith-'Cb.iiihgsorviOOabi ity
Two; bridging reduces relative deflection -6fadiabdht.-trUssds.:
Strongback bOdging'.do6s not: prevent -or reduce overall indiVidual d6iflectlah, espe6ially a- i f ` i , , ' any roo 'trusses,
m fh�n 1/4'! inch.
... ...... .. .... .. ..... — ----- ---- ------------------- ......... .. ....... ............ ... ....... .. ..
Si serve h n
rongOpqk- bridging in roof. does 'not se ; .6s permanent braci.g .and is not
intended tb..di§trfbUid. or shafe design loads, between trusses. Consequent]Y-, no de ido loads have`
been accounted for'With this.detail and cbntihubds strohgback'bHdgihg between
common and O.rdpr trusses-, The. use :of strongback bridging sholl- not.'interfere with other- desi n
cbnsicletati6hs as specified :by - the Engineer"of Record or the Building: Designer.
The outer ends ofiM strongback bridging :shalI ba.-attAchedjo a wall or another secure end. restraint; aint, -or
as specifiecl:.by the Engineer of Record dr.the Bu'ildjn9..D6§jjh,'er-..
-Str6nidbiack- bridging shall. be -'a. minimum of 2JX6 horhinat lurnbdr. oriented with the depth vertical:. Attoch
P.1 Zx&*511 nails :. each intersecting thembe�. When -extending the
wi 6.0 -jcommQn nails :( .6 at
g, ack bridging
:strongback bridging overlap by at'a .minimum -qf two trusses. The jocatioa of. the�..stron b
ma fled �15V`the r. Please 6 ref -t - maybe specified Truss Manufttaurer-,. Ehgihe&r df,Redord, or Building Desii&e o
BCSI "Strongbacki P Alpine: Of detiO form .ng tpvistons" orto..... _e ore. information. The. grPiphid:
shown ,(FidUr1e-1) is f6r,geniaric-:ji1u§t,r4 W,,e 'se 'only'.
TO
.67.5.0 F.6ru.m DriveSuite 305, Qrl6ndo, FL 32821'- (800) 521_97K.(863). 422"8685
*W-w-.a1pir)ditvV.Oom.*
ALPINE
Flpre.l
If Lcan bb of any fuii'hi§t assistance' orifyou "have -any questions; please; give. me 'a call.
11.
Willibiti: H..,Knck- K: E*'.
pbief'.E.ng'kqper
Alpirle an 1TW".Company
EnqineO6ng_'De'pa (trnie'n"t
-QfI6n.do!,. FL V82.1
- Forum Drive Suite...366, Grf6irid6, FL 3282 - T.; (800).5211-9.790* - (893)422=868.5'
ww h tw ... W,a pin.e.1 ...Qom
S
Y
r
S.TRONGBAC:KARIDGING
RECOMMENDATIONS
:
® All scabr-.on blocks s.hall:.be: m .minimum.BUTT.ST-2x4
GING� NGBACK
BRITOGETHER
!j!
'Stress graded lumber;'
All.-st>^ongback bridging .and bracing shall :be AX
..
I
min6um 2x6 'stress grGde:d:.luriber"
4'
?
►.The purpose of stron :b.aGk' brld If,g..Is: to.
9 9, .
ATTACH SCAB
WITH 10d:BDK/.GUN..
develop load sharing between' IndlVldua( trusses,
4+ =D.'
2ii6. C0,118N3.0.)
6� O.C.
NAILS 7N'2 ROWS''AT
" " "'
resulting In do �bveralf .Increase' In, the
..SCAB
NOTEt 'IN LIEU :OF: SPLICING_ AS -SHOWN,
I :
stlffness".,Of• ':the. floor system Px6
LAP'STRONGBACK-:BRIDGING MEMBERS-
FOR.AT'LEAST 13NE.TRUSS:,SPACING
strongback.
stron back bY`Idgln9, .posltlohed ,ds.:shibWJi In
BRIDGING SPLICE 'DETAIL
d.e'talls, 1s recommended .at 10' "C" o.c. .(max;)
NDTEI Details :1. and
2.are th.e �p�ef.e.rred attachMeilt r�ethods
p�:Ti e terms: 'b�ridging' and 'br'acing' are sometimes
ATTAt H STRONGBACK `70
WEB W/ C3) lod?COMMON
O
mistnkenly used: -'Interchangeably.' * ''Bracing' Is 'an
Im Qrtant' structural re Uir e�neht Of fl'Oor
p..: q.'
O'
(0.148+x3') ..NAILS'DR
..C4):10d:BOX/GUN
28?XaD'b. NAILS
L�• ,
i
.. ,an y
or roof system. Refer t.o- thie: Truss. D'eslgh
-the;
Drq*Ing (T'DD) f.or ,bracing 'for
.�^equlrerLen#s
each Ind1VldC4 L truss co.mpone.nt. Bridging;`
o
par-ticulnrly 'strongbak:' bridging' :'Is
recommendation' for a truss system to. help
a°
contr..ol . Vibration. In: addition: to aiding.. In the:
dlstrlbutio'n of pbin.t loads betW066 adjacent
:.
truss, •str_ongback bridging. serves -'to reduce
°
STRDNGBACK BRIDGING.,
SPA CD G' REQUIREMENTS ;
to 1w None' re ulreel i
bounce. or r..e.siduai vibr:at(on. resulting, from
Moving point loadsr :such as footsteps'.
(2) 40d CDMMON':.00.148'.xaV) DR
HOX/GUN.. C0128'x3A.') NAILS A7 2X6 (MINIMUM) STIR GBACK,
TOP- AND.-:13F 2x4 RESTRAINED .AT EACH .END. `
a to, 2C I ea: Cat cmikr of
�o+'to: f ndi.vl
Drer �a' 'u'toes trlr.aG
T h e performance of 'all floor -systems •ore'
enhanced .b the. iristallat(ori pf strori back
y' 9.
bridging and therefore :Is. strongly recommended
46MP7Utl PLg61U '" "'6%
'STRONGBACK.TD_21 1//;(3)
by Alpine.
40d COMMON C0148'x3A:) NAI1 S
DR' 4416d BOVSUN; (0,1'VX3. ® :
NAILS•
For additional Info' rha`tIoh regarding. strongbaek
brill In g g,, refer to ;BCSI :(Building Component
Safety Information).
1
ATTACH STRCNGBACKJ .
i.
dtnlx
Ii N �irg7
Tn
1 BQTTQj.CHiA2D W[T�
Vl0 3•. �
\�tN
STRONG'BACk BRIDGING- ATTACHMENT ALTERNATIVES '.
��""•'•w;,. :: `0 :.ZOO �1
wARNDIM * WM Arm FMUW LL )i= dI itns MA`ma'
.•npaRTAr+I.* fitMUSH M ZMV= Tit ALL mflvACmet p1p I111�:TIE. OisIAtI ERC
*' �- '�'
;�
L:L:
PSF
REF STRpNGBACK
'-
. bust* 10wF t.txtrt'Q AdkV .%P bgncGhd: shlpp4q, Y�sSnU4n hM'brneiip Rifer t° and
pp`arorolc _l� +o tll4tm� Ste' d Capv taWtsYah7n°ll proVde tby TP1 °M:SBCN pgr.=ty;
thew tested 60art1lt top dwrd *41I Mvr preptriy aNndxd strtiK'4r°t aht° tptton' d
�•
.4
.n i
o �aas� :�
- •
TL"yDL.
•,:
C $DL
;PSF
DATE •lU%Ol/1'4
'
...
• jj
Lip
slgll hnre n proptAy °tt°died rlyd c*b' Lne°Hmr:sh°en.fgr ptrnuntnt';Inrtstr°tit °f w`
Nwll hnYs bro kurtclled pin KSl sfet6rx D3 87 °r'8f0, °sue p° Mr. pleteswt°•t°ch 1nGC
dr V o.d °s ah°m abaft °nd off the JoV�t Oriels, uitss mttd ° rdsd.. ..... _
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L
. fiLL
.P$F
IDRWG Sl'RBRI$R101.4:
L� ter—" `
'
Rrfrr. to tl-er�'.,16p;1 Z /x.atendord pint* pesi4bro...
AlpiN i dNbton'°f •lTV ''q [onperr�ts inc. #411:n°t'bi'itiDoroblr Son d.�1�,�„ ,;• ,
TA ,E F ' o`
.PSF
AN OWOC)MRWY
/Ns a-n.lrp, eny:r°nir. t° h�dd tn. iruu. s,°ra w.wncr,.la, wutnrl.I. °r 4°r h-shbpbv.
t,st.tlavoet �. eeaek.o
-o j•
► D•
PSF
13723 RkeipoR Orive
ef, Qr
.A�ntal tln.ihls:wtAro °r •eovte�papt .t4ikp uic ttsobtp,. IxAo.tss'tcGpttrtcr of pt°ftss6rirol
;sa4ly fir tM deslon d+o*n; _T]».su ty and °rest drn.na ::•O,�(�•*.
Por tine. oI #r. DuldhC`Oes�r�r• P"l.0 siz:
;
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j ..:
�iy r•O •.:
..
_
;FAO,.
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8010
Maryland Helppts. MO 830/3
.b tespauEUb
.. rwr iwrr'p� ornatlo°'sn:tlst:•Jebi p•ntrsl :twtiepope tad Chest VA-x%tq ..
•
�t u . -
, :-C) •
S
PACING.
atPnarl *t*etp►ttltt=wu ran t...tphswra sacs n..sLektdutt'yA> qi ICO t.tJees°f.arn
✓,
.
r
yllullllipplll �It " ..
..
l.... .: gTRUdTIC'N MXSOXAL A104IN MORE
r -MU _LL
mdrt-PSA PALC'j';-- T. 1.0A I j 0 DWA
S15� -APPROPRZA.: RA'
OP F, :1.00-ER -PLATE8 MD.:
-OTHEIR. DXTA N.07"P
01.0 L-AEiqp,:
T. -JUMTFALL. Al 0 _TID.
A ?':TO SE SURPLIM,
IIATqF110",�j
x 901
b 2-'s r Ai
kt
�. b, tk
T-04'e,
mum.,.
0
9F.LG0*R--U F1
... ................... -------
6 HEA
�XA
U4.
'40 U. 0'.e.
Is -
POT:$ B
PA
P-A
NONE
-PLT. -:1M. ALP' 0
Atol. .As 9.1
-in
UAW p 7-4
e.
L I NV P ..- . . 4. -
, PP'
Ss
RECCIMMEN ESHO-DD
Cracked or Brokein
This drawing specifies repairs for a truss with broken chord
or web member,
This design Is valid only for single ply trusses with 2x4 or
2x6 broken members, No More than one break per chord panel
and no more than two breaks per truss are allowed, y
Contact the truss manufacturer for any repairs that do not
comply with this detail,
(B) = Damaged area, 12' max length of damaged section
(L) = Minimum nailing distance on each side -of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and i•
species as damaged member, Apply one scab per. face,
Minimum side member length(s) = (2)(L) + (3)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' o,c., rows staggered,
Nalt Into 2x6 members using three (3) rows at 4' o,c„ rows staggered.
Nail using 10d box or gun nails (0,128'x3', min) Into each side member,,
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade 41 and MSR grade 1650f.
This repair detall may be used for broken connector plate at
mid -panel splices.
This repair detall 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
�Typlcat
+ o + o + o + o
O + O + 0 + O +
Sr
tagger
= Back Face 10d Box (0,128' x 31, min) Nallst
= Front Face 2x6 Member - Double
Row S aQoered
No l Spacing Detail
Merri4oer- Repair Detall
Load Duratlon = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Member
Size
L
SPF-C
HF
DF-L
SYP
Web Only
2x4
12'
620#
635#
730#
B004
Web Only
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975# 1
1055#
14950
1745#
Web or Chord
2x6
1465#
15654
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#
4745#
Web or Chord
2x4
42
29750
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
52254
5725#
Web or Chord
2x4
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
Minimum
L 31"aner
D
-L
S
L
i
L
�Ilnlnun I
L ;Distance
L
i
I HlNnun I L
L Dlcinner
leav"Nmon ROAD AND f0LUM ALL NaTES ON THISI!MVINDI
aaANORTAMTwa rMSH THIS DRAVDIG TD ALL COHTRACTORd IZL. JMING TK INSTALLERS,
REF MEMBER REPAIR
DATE 10/01/14
,.
n �•�
QI 1 I LJ I�
ILI�IJr=�
Inatali and bradno. Refer to and
Trusses require omtrrnr care InPabrleatlnM har4kV, shipp�ona
follow th. lat:st rdltlan of ICSI MAdkfp Cc At Safety In(ortla+; by TP1 and SBCIJ for wto
pprroactkes prbr to perior,tlns these fundlans. install■K ■hnit provW.;tan paro y �bream pr ICSI.
Unless noted oth.reb,a, tep chord shall Nava properly attacMd atruct�r&I aMavwlD anr�bottem chord
shall have a properly at as d rlyold aellI,,��y Lln. 0r, rhavn For permanent lateral rertraF,t or webs
shall hove bradn9 hetallyd per >iCSI ud(ans 33. 27 or 1110, os appllenblr, Apply plates to wdt Fare
of trues and"positbn oe shorn ohove and on the Jalni Detoit, wriest Metes aihervlse,
Refer to drawlnpe IiOMZ for standerd plat. 1=1tl.n■,
!
DRWG REPCHRD1014
AN RYy ODMPAIM
t3aeeLakeRontDAvs
EadhCpy,MOB3045
Alphe, a dNislon of ITV 7u6dln Conpanents Deeup Inc, shalt not be raspansihle, fora�y drvlatbn from
tNa drswinp, any MUM is blA1,�the truss ht con/ornanc► with A UM, 1, ar for handl�2, ■NPD) a.
hstallatlon L•brodnp of trusses. C
A seal•an this atmaYq or qover, papa s■thq ihls dra.ho, Mdcatas acceptance of prop■salond
+npl.uerM� recsvwuA�IH sdaly far the d.■1pn shown. The sWtabllty and use aft ■ dree4+p
for eny siruet+ra Is iht rnpanslbft of IPW IJIA•q Deslpmer per ANS1/TPS l Sret.
For non Informaibn art this Job's Central notes ppsow and these web sites,
ALPINE wvv,al neltwxemj TPI, vre.tplrrtmr0l SICK Wew,sbeNductryarel 106 v.vJCcsafsarg
,
'
`
/� S
rj1
SPACING 24,0' MAX
r
LEY F'RAM''M 0. &.RRA-b"I NO-111,08T.-A IL
. 1;qrml
.
BOARD
(2xi)
t: 'r
'&&I IS '14 C KI R
..RIPPLES * 'r." 10IX
v W.�G MAX SPA'CING
.0qLLARSEAM,AVr%Ry7PJFLD.
FAIR -OF RAFTERS
ICKIN(T G.
—TRI.Ma UNDER VALLEY FRAMNG
i:� VALL6 RAM- ROR R(DGE
+Cripoleb-41-01dr-30 psf (T-L)a.nd 26 psf (.TD) Max.
'icteaiGh
iftallm ork( L 4!g. h * i 'ratd to W( Y. ' Hd§ ' AMd-'- thaL.Itlilile (Ocfttlons are
v. O.C. ml)
7
h
-VA1&LV'..FW'QV PLAN-
.... . . 1. 4 16a'td&l
7-
de'diredtly
.. L . . 3. CrIp0Ie.'t&ftf&4
Wdthln'o
chin sheathinb
4. Rjqjr'W+itid6paF4FblbWhg. 516dloe�
S. -511fLpa w-trxui, 4'16d td&
3 led 1:66L,
.6. -.4Ud9e:bohrd.,fo rpof blcick 4 16d toe
--RIdjm-bo&m lb.tr.Wes' 4 3.4d. t6qk-
8, .-Frufflti to (Timl, 3�16.otcia-
.g. jVllidloc�
10. Truss ldi�rlppli. 416 1 -tv
:rr.4$q*todt3�.,*olp_ 4 .16.d.toe-
ocriopwto-li4fin... gldd-tOier
,ARE USED) .13. 'Caltirbeamtol 'ft&L 4 16d1de-
NAIL-k
. hqkA46a I&Ad 21up
.So%,
U p6b.. ii;6siiiss
r
arthrb *49
fill
'PICAL
0 SEVFLRAF-
k.
U4 1 -24"
twiwrq nb. h a Ina �ppr*dj -INOTUQUIREM-1
. .. ., .*,.I, '. .1. . .:, � t - ... qra'�jqd:lupi 1 . i "
.R'?2 4 M,5161.bg *at I' Ift �41 _4qr!�-:bqx olr�dqi�ioqn -nails.
X2. arcgw M)
1 §190 1 ...
oLs�16nq ii6itho frQparmucatierof nails are
old sheMhln'
al fh4:btd 'rdlh pq
rd
rafter If s(Imepats'are.not upqg,.
'OLL& -o r 14m* -Im-Ii6t
-v.aiio'y height; 141-61 aill*Aallfti4.:Ih*iac-atdante,*i'o.turiint =9 reqmirenlerN;
-maximum rfioAn'�qf�f height;
114'a" rnph�.Wbled, Cat 11,
mph; Fu4W-d, Exp D; xit�l.o
.. 41
tw.pirly de
ANTWOWSAW
all&-
ills
Wit
tT AIIE',�
Zd'.30 40 54 Rtf'
DL_ IP ZO 7 7 D"ATE ' 10191Y
'Ac I L 0 .0 00 DRW.G VAQ
tr/ BC.
Li, 0 .0 0. 0
16T. LD
,DT
i
VIUS2.56/16
C
21h x 16
MIU2.56/16
00
U814
V
=
HU316/HUG316
2�zX18
MIU2.56/1�8
11U316 /HU,jC
3
J
21h x 20
MIU2.56/20
to, X2
'MIU2!56/226 0 z
d
m
O
29/6 x 91/4
to 26
C
O
U
'MIU3.12/9r
`3 x 9'/z•"
.
HU210-21HUC2,
MIU3.12/11
3 x 1.17/a
HU212-2-/ HUC2
h,HUC3.25/16
x 51 31/z /a HHUS46
HGUS46
`HUS48
3,%-x71/a .HHUS48
,1iGUS48�n' `
IUS3.56/9.5
MIU3.56/9
U410
HUS410
HHUS410
31/z x 91/s HU410/HUC410
H000410-SDS
HGUS410
LGU3.63-SDS
MGU3.63-SDS
s Stiff
Reqtl.
"Face
Jotsi
Uplift
Floor,
'Snow
_Roof;
Floor
'
Snow�Roof`
{160)
(100)
_(115}
{125)
(100)
(115}
(125)
Min.
(14) 0.148 x 3
-
70
.1,660
1,805
1,805
1,425
1,555
1,555
-
• -
s
2 /a
16
2
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805
111,555
1,555
1,555
• -
29AG
157/16
21/z
-
(24) 0.162 x 31/z _
(2) 0.148 x 11h
230
3,455
3;920,
4,045
2,970
3,370
3,480
• ✓
29/16
101h
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11h"
970
1,945
2,205
2,375
1,675
1,895
2,045
• ✓
2%
141/a
21/z
-
(20) 0.162 x 31/z
(8) 0.148 x 11h
1,515
2,975
3,360
3,610
2,565
2,895
3,110
IBC,
FL,
•
j 2�Q
177%
21h
-,
(26).4162 x 31h `
(2) 0.148 x 1.1/z
- 230
.3745
4,045E
4,045
3;220
�.3,480
j:3,480
LA
•. ✓ ' 1 0 i4'/a' 2'h (20)10 762 x 31h"' ' (8}.0.1A8 x 11h 1515 2;975 3,360`` 3;610 2 565 2;895 a3,11Q
• I - 29/,6, 19716 1 21h - I (28) 0.162 x 31h (2) 0.148 x 11/z 230 4,030 4,06014,060 3,465 3,495 3,495
29/16' wide joists use the same hangers as 21/z" wide joists and have the same bads
3% ( 9% 21/z -.. (16)-0.162 x 31/z' , (2) 0.14$ x 1'/z ' 23D 2,305 "2,615' 2,820' 1 980 2,245. 2;425'
• ✓ ' 8?ie '21h' Maz. *(18) 0`.162x 3Jh (10) 0.148 x 3. :_ E,avS 2,680, 3,020 € 3;250 2;305 2;605 2;800; .IBC
• - 31/s 111/a 21/z - (20) 0.162 x 31/z (2) 0.148 x 1'/z 230 2,880 3,135 3,135 2,475 2;695 2,695 FL,
c -✓' - '/s - -109fis 21/2 1 Max. "(22) 0-.T62-t 3'h" - (7OJ17:14ax3 ' =';795 3,275 3,695 3,970 2;820'f 3 t80. 34-2 ,I -A
•
.31/4 (
-10s/e
4,
-
, `{5%0162 x;3M
(20) 0.162 x 31/2 :
'5,040
9,400
9,40D}
9,40D,
Ff DBb.
8d08�
('8,085
«
•
...
-
31i
8 to30
6/2=-
(16),11a" x 21/z SDS(12)1/a"-x2'h"'SDS
'5,555"6,720
•
-
3s/a
5'/6
3
-
(14) 0.162 x 3'/z
(6) 0.162 x 31h
1,320
2,785
13,155
3,405
2,395
2,715
12,930
•
-
35/9
47ti6
4
-
(20) 0.162 x 31/z
(8) 0.162 x 31h
2,155
4,360
4,885
5,230
3,750
4,200
4,500
• •'
" -';
3 6 (
, `615%6.
2
'-
(6) 0162 X3Yr'
"1,320
1;595
1,815''
1;96t)
1;365
1,555.:1,68Q
• •
-
( 5 )
71/`:
3
-
.":l221 1F2"x31h
f810162'x311z
.7'.
4.21t1i4.77a1'SA40)1'615)4.09514.415
FL
IBC,
FL
• -
13%1
9'/z
2
1 -
1 (10) 0.148 x 3
-
70
1,185
11,345
11,455
1,020
11,16011,250
•
-
39/i6
1 WIN,
21h
-
(16) 0.162 x 31/z
(2) 0.148 x 11h
210
2,305
2,615'
2,820
1,980
2,245
12,425
• •
✓
39ti6
1 8%
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
2,015
2,28512,465
1,735
1,965
2,120
•
-
39/16
815/l6
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615
1,820
2,070
2,240
•
-
3s/s
9
3
-
(30) 0.162 x 31/z
(10) 0.162 x 3'/z
3,565
5,635
6,380
6,445
4,845
5,486
5,545
✓
39/6
8%
21h
-
(36) 0.162 x 31h
(12) 0.162 x 31/z
3,235
7,460
7,460
7,460
6,415
6,415
6,415
•
-
39/i6
9
3
-
(12)1/4" x 21/z" SDS
(6)1/4" x 21/z" SDS
2,265
4,500
4:500I
4:500
3,240
3,240
13,240
•
-
3%
91A6
4
-
(46) 0.162 x 31/2
(16) 0.162 x 31/z
4,095
9,100
9,100
1,9,100
7,825
7,825
17,825
IBC,
• •
-
3%
8 to 30
41/z
-
(16)1/4" x 21/z" SDS
(12)1/4" x 2Yz" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
•
-
3%
9114 to 30
41h
-
(24)114" x 21/z" SDS
(16)1/4" x 21/2" SDS
7,260
9,450
9,450
9,450.
6,805
6,805
6,805
•-
35la
117/e- ,
2 °
':R m
`, .{72} 4,148 X 3 ''-
( ;
1;A20;
1,615'':1,745
11220
'1`,390?`1;485'
-
{ 3,
11'/=(0).16
h
X 1/z-
(20.1$ 1h
20
2,80,13'
3135,�`2,75"
2,69f9542,695'.
;•
�1 1"✓34a
10,
,2
-"(i6)ff162X3'h
(6)0.748x3 "..tt7
-
2,3.05,"2,615,;2,820`
1;980`2;245,2,425
• •
` - -
.36
{ 9 °`
3
=
�(30) 0:162 X 31h'
(10)A.362 x 31/z .
3,
5,G35
6,380"��z
45
4;845,'5;486
(� 545
•
-
I R91
k' 1(11 °
2
-
lim 6-iv ,i
I I1 fN n.1fi2 x 31/z
`. . h
2 fifin
3 n25)
.265)
2 ?75
) 2'59(1
i 2.795,
HUC04124SD5„ •3�h6j 11 =
HGUS412 36A 107 ' z 4'
LGU3.63-SDS i 35/s € 8 to 30�' "41h
46 See footnotes on p.150.
Simpson Strong -Tie" Wood Construction Connectors
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX" coating.
CSee Corrosion Information, pp.13-15.
Installation:
Use all specified fasteners; see General Notes.
U C The following installation methods may be used:
N Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
H 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
C13---THA29, nails used -for-joist-atta&t"ntrnust-bo=driven-at-an
d angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
' the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift.— Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
3s/e" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
13/4' for
THAG422
for
422-2
426.2
Vj THAC422
Face nails Top nails
pertable pertable
13/i typical
2�/e' for THA422.2
andTHA426-2
THA418
Double 4x2 —
Use full table value
Single 42 —
See
nailertable
' Straighten the double
hear 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 heade
® Double -Shear
Double- { Nailing Dome Double -Shear
Shear Nailing Side View
Nailing Side View; (Available on
Top View Do not some models)
a bend tab
r. � ;•sue
8,
r c
THA29
2 face nails
(total)
4 top nails
�3 (totaq
'�41 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
lyNwaa I "n u
Top Flange Installation
er to
tnote 5
p.187
86
Simpson Strong -Tie® Wood Construction Connectors
THA/THAC
-Adjustable Truss Hangers (cont.)
J* These products are available with additional corrosion protection. For more information, see p.15.
1. Uplift loads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 1112" min.
top flange are based on a single 2x carrying member, all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1'h° nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Tie® Wood'Construction Connectors
E kkRfIAT RIM : Le M a
Face -Mount Joist Hangers
aGEEREO
W -
D)
E
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that distributes the load through
tvvo points on each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
'NoT design_e7fo`r weloeiT6r hailer applications. " —
Options: .
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Naifng
Top View
Double -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
Nailing Side View
=i
(Available on
some models)
113( HHUS210-2
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
LUS/MUUS/HKNS/HHUS/HGUUS
Face —Mount JoistH /,`onf\
Height
R
in
Single 2x Sizes
1. See table below for allowable loads.
60
Single
WA
These products are available with additional corrosion
protection. For more information, see p. 15.
For stainless -steel fasteners, see p.u1.
Many of these products are approved for installation
\With Strong-DriveOl SD Connector ~.,,,~
See pp. oos-un for more information.
255
1. For dimensions and fastener information, see table above. See table footnotes onp. 1e5.
U�U�0U�����UU��
n uu n��v�xu n�w����
See Hanger Options information unpp. oa-oe.
*Vua—Sloped and/or Skewed Seat
° HHUShangers can beskewed mamaximum n/45^and/or sloped mamaximum of45^
° For skew only, maximum allowable download iuo.anmthe table load
° For sloped only or sloped and skewed hangers, the maximum allowable download
isU.O5o/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 bobevel-cut toallow for double shear nailing
side
HGUS—SkawedSaat
° H8UShangers can beskewed only toamaximum of45^.Allowable loads are:
O"
*muGSeat Width Joist Down Load uplift
Specify angle
VV^o" Gqua�ecut U.02o[table load 0.4Ooftable load
Top View HHUSHanger
VV^u" Bevel cut oJ2o[table load 0.46of table load
Skewed Right
u"<»v<e" Bevel cut O.85cxtable load 0.41 of table load
6oist must oebevel cut)
All oist nails installed onthe
o^<VV<a" Square cut 0.40of table load 0.41of table load
outside angle (non -acute side).
VV>e" 8eve|cut U.85o1table load O41o,table load
e4
Simpson Strong-UO Wood Construction Connectors :7781 g
LUS/MUS/HUS/HHUS/HGUS e
..............................-----.._._._.._........ ....... ----...... ................................. -----.................... _-._....... ........... _... ...... --........... _._....................... ... _... ..................... ......_.... .............. _._...
............................ ......... ........................
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. steel fasteners, @ with Strong -Drive" SD Connector screws.
For more information, see p.15. see p.21. See pp. 335-337 for more information.
Dimensions -(in) > _ ,Fasteners (in.) I)F/SP Allowablei ioads SPF/HF Allowable,Loads
Double 2x Sizes
LU524 2
;2'l-
;1
,
-
2x/2
3/
05
01,4;35
690/s
,
1,,070
0
L11S26 2 °-
" "4�V6
� 18 '
3Ja,
4�/a
:-2"
(4) 0.1fi2 x 3'Iz
e (4)0:162,x 3'Iz
_,n �
1,030'
1,`170
':1 265 `1;595
910
885
`1;005
1;090
1",370`=
HHUS26-2
4--A,
14
3-51e
5:A
3
(14) 0.162 x 31/z
(6) 0.162 x 3'/z
1,320
2,830
3,190
3,415 4,250
1,135
2,435
2,745
2,935
3,655
HGUS26-2
49/16
12
3%
57A6
4
(20) 0.162 x 31/z
(8) 0.162 x 3'/z
2,155
4,340
4,850
5,170 5,575
1,855
3,730
4,170
4,445
4,795
W' S28 2'.`�'
" 4s/l6"
7
r=`2
(6)E0;; 62x,3'/zs'
(4)0162"Jt3%z,
:r6660
"1,315',
1,490
1,642 2,030�
910
7,130
a;280
1;385"
1;745
IBC, FL,
. HHU528 2 `.
691i6 "
`° 14
3s/i6
T%a
3
(22) 0.162 x 31h
',' (8} 01fi2 z 31/z
3;7 0
4,265
4,810
1
,
,145
LA
HSUS282„6a56-i;
12
33/,y.
73%16
4
(36),0:162x31zs(12)0:162x3h
;3,235
7,460
7,460
7;460;;7,460,
2,780
',6415
6;415
6,4156,415.
LUS210-2
67/16
18
31A
9
2
(8) 0.162 x 31/z
(6) 0.162.x 31/z
1,445
1,830
2,075
2,245 2,830
1,245
1,575
1,785
1,930
2,435
HHUS210-2
83/a
14
3s/i6
87/a
3
(30) 0.162 x 31/z
(10) 0.162 x 31/2
3:5501
5,705
6,435
6,485 6;485
3,335
4,905
5,340
5,060
5,190
HGUS210-2
I 89/16
1 12
1 3s/16
9%;
1 4
1 (46) 0.162 x 31/z
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100 9,100
3,520
7,460
7,825
7,825
1 7,825
Triple 2x Sizes
NbUU13-6
4'3`16
`"IL
4.'i56
972
'"G4,,
tLU)U:IbCXJ%2��-liflUZlbL,XJ/2;,L�1'�D
41J4U'.9,Z13U
113,11U:
O'3bJ
11,0331jJ
3,1JU
4;I7U-.4,44J
4;byD,
IBC, FL,
HGUS28-3 J
6? i6"
415A,
71/;''.
4
" (36)0162x31h`
,(12)0,162z,3Jz"
3235
7,460-`
7,4
LA
HHUS210-3
1 8,1A
14
417/16
87e
3
(30) 0.162 x 31h
(10) 0.162 x 3'/z
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
1813A6
1 12
4's/,G
91/a
1 4
1 (46) 0.162 x 31h
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
L
HGUS214 3 t 12 /a - 12- = 415/ic 1 123/a" ` 4 (66} 0:162 x 311 y(22) 0:162x 3'/z 5,G95 10,125 10,125.'10,12$ 10,125 4,90Q ; $,190 8,490_ ° 8,190 8,190, F1
s
Quadruple 2x Sizes
HGUS26 4 'S1h 121 66 57/is 4 "-(20) 0.162 x 311r $)0,182 it 3'Iz " 2;155 4 340E ,4,850 �`5170' `5,b75 1,855' 3,730 4�170 4,445 4,795 IBC, FL,
HGUS28-4 I 71/4 12 6a/16 73fi6 4 (36) 0.162 x 31/z (12) 0.162 x 312 3,235 17,460 7,460 7,460 7,460 2,780 6.415 6,415 6,415 6,415 LA
HHUS210-4 83/a 14 6'/a 87/e 1 3 (30) 0.162 x 31h (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 15,485 5,575 15,575 FL
10%1 4'.
FL,
LA
4x Sizes
LUS46:'
" 43/a
' 18&p
-3s16
A3/4
:2
' (4) Q 62 x 31h '
; (4) 0162,X 31h
1,0 0
1,030
1;170,
1,265
,1,595
110
885
,1005'
"1;090
1,370
IBC, FL
HGUS46
_47fc -
° 12
,35/a
47A6
�4 ,
(20) 0.162x31?/z
(8J;0.162'X3'Jz
2,155
4,340'
4 850°
5170
5;575
1,855'
:-3,730
4,170
4,445
4,795
50
-HHU546 ,.
4s/is„
. 14
35/a
'S3/s,
. 3
(14) 0.162 x 31/z=
(6)0.182
X 31Iz
320
2,830
3,190
•3,415
A 250
11
2,435
2,745
2,935
3;655
LUS48
43/s
18
3a/i6
63/a
2
(6) 0.162 x 31h
(4) 0.162 x 31h
€,060
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385
1,745
IBC, FL,
HUS48
61A
14
38/16
7
2
(6) 0.162 x 31/2
(6) 0.162 x 31h
1320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
61/z
14
3%
7'/a
3
(22) 0.162 x 31/z
(8) 0.162 x 31/z
1,760
4,265
4,810
j 5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
671a
12
1 3%
7'1AG
1 4
1 (36) 0.162 x 31/2
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
1 6,415
6,415
6,415
LUS410
,6%,
18^
3i4'e,
83/a
,,=2
(8)-01B2z3'h''
(6)0;162X311z
4S
7,830`,
2,075,2,245°'2,830
1245
'1',575,
1785
1,930
�2,435+;
HHUS410..
83/a
:'14:,
'`3s/e'=
9
;�,3 ,
'.(30) 0.162 x,3'Iz_
-(10) 0 �62 x 31h
0r
5;705,
6,435-
.6 48
it
.,fit 6
=4,905
5,535.
`5,576
5575
H6US410
' 12"
3%
9'/16`
"""4
(45) 0,162 x31/z
(16) 0:1621x 3'h'
4,0911 5'
9.100''
9,100
.9;100
.9;1D0
31520
7,825
7,825
7,825
7;825'
IBC FL,
LA
HGUS412
1O7,
12
3s/a
103i6
4
(56) 0.162 x 31/2(20)
0.162 x 31/2
5,695
9:045
9,045
9,045
9:045
4:900
7,780
7,780
7,780
7,780
HGUS414
117/16
12
3s/a
127i6
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.'37/1'0 _% ',12
7%
8'h6
4 '.(46)0162'x31%2'
(16)0.162x31h,
3,430
1 91095
-9,095•
"91095]
9;095
2,950:
7,820
1 7820
.7,820
1 7820
"
HGUS7.37/12� 107fe ;�
12°
73/e
10a46
' 4; '
.(5610.162 z-3'/z:
(201'0:162:x,3'Ix.
3.835
9.295
9.295�:9:295
9,295
3.300'7.995
"Z995;
T,995.
7.995
FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSI/TPI 1-2014. Simpson Strong Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1'h" 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.
19
Simpson Strong-Tiee Wood Construction Connectors
6
Face-Mount Truss Hanger -
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/s". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/z" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1h" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
m Finish: Galvanized
s_
0 Installation:
V
d Use all specified fasteners; see General Notes
• Can be installed filling round holes only, or filling
V round and triangle holes for maximum values
See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
1= HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
d • HTU may be skewed up to 671/z°. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
lam
HTU26
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
1 Many of these products are approved for installation with Strong-Drivee
SD Connector screws. See pp. 335-337 for more information.
Standard Allowable Loads (1/8" Maximum Hanger Gap)
2x Sizes
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
a
_r1EbMdX
I"l8
Ldy
13
*,S�14„j_
,i''UU)
I;J30>
L,00V.,
4,.1Ja
t a u.
^0,90Vr4
IB(`i,
HTU28 (Min.)
37A
15/s
71fis
31/2
(26) 0.162 x 31/z
(14) 0.148 x 11/z
1 1,235
3,820
3,895
3,895
3,895 1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/s
71/ts
3Yz
(26) 0.162 x 31/2
(26) 0.148 x 11/z
12,020
3,820
4,315
4,655
5,435 1,735
3,285
3,710
4,005
4,675
LA
HU210M
,
/a
h ,
t
";T
1330.
0,4
00„4i
15,337/s
?
A 23 .
HTU210•(q
9'%a;,;
1 is7 7
9,,,
31h .
,',(32) �:162 x 3,1h-
{3 ),0148`x 1'hs
,315
' 4,7,05 :.
�10
3?
; 5 995, 2,850
°4,045'
S8 a'
4x�3 ?.
`5,155-
Double 2x Sizes
,HTU264,11Min
374V`
0546,'e5;tis
.%2"
" 20 01f2 3/z
y14y 0148x3
, 5;515':
2,940
3 i;
' 0
,3, 10..,07345
1,85Q'
2,090„<2,255
:o2y465'
HTU26-2 (Max.)
'' 514 ''
35fis
�57ts
3"%2°;
'{20),01�2'3(31fz
,'(20) 0148';sc 3
2;175;„-
. 2,94V
", 2 20.
, ati0,
4A 6, 1;870 ,
2,%t55.
,� 18il
3`,'855
HTU28-2 (Min.)
37/s
35/is
71As
31/z
(26) 0.162 x 31/2
(14) 0.148 x 3
1,530
3,820
4,310
1 4,310
4,310 1,315
2,865
3,235
3,235
3,235
IBL
HTU28-2 (Max.)
71/a
35/is
71tis
31/2(26)
0.162 x 31/2
(26) 0.148 x 3
3,485
3,820
4,315
4,655
5,825 j 2,995
3,285
3?iC"'
_ �,: 5,
5,610.
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 'A" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie Connector Selectors software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
96
HTU
Face -Mount Truss Hanger (cont.)
Many of these products are approved for installation with Strong-Drive"I
SD Connector screws. See pp. 335-337 for more information.
/11LCI l IdLC 1115Ld11dL1Ul1 IdUIU IUI LXz+ dl IU LXU Udllyll lCy. lVidl I IUCI
Mm , .Fasteners (in.) _� DF/SP Allowable L' d i ,
l,U1911L
"Mi tuber
,,,,y
Member -
�
Member
�
(160)�,
i , °
(125),
"
, -(160) ,_
, ,-
(160)
(100)'
„
(115}?
�
(125) _
(160)�
�.'.
m
HTU26 (Min.)
37/s
(2) 2x4
(10) 0.162 x 31/z
(14) 0.148 x 1112
925
1,470
1,660
1,790
1,875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
51/z
(2) 2x4
(10) 0.162 x 31/z
(20) 0.148 x 11/z
1,240
1,470
1,660
i �90
2,220
1065
1,265
1,430
1,54.0
1,910
IBC,
HTI I9R;/Mav \
71,, _
. ,796v .
t,)n n 1C9 v Zth
l9R1 n dR v 1.1/,
i-Q7Fl
tt
1= 9 4dn
- ° t9.
t R l`
4 'Qflr
1 RQ�,
rRfl
RAF
t44(i
. R 3Rl1 `-
FL, LA,
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
w.
Single 2x Sizes
,e m E :.
IBC,
HTU28 (Min.) 37/s 15/a 71/ie 3% (26) 0.162 x 3% (14) 0.148 x 11/z 1110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL,
HTU28 (Max.) 7% 1 % 1 71tis 1 3% 1 (26) 0.162 x 31/z 1 (26) 0.148 x 1 % 1 1,920 3,820 1 4,315 4,655 5,015 1,695 2,865 13,235 1 3,490 3,765 1
LA
91%e ,1 3?h I (32) 0.162 x 3?/s "1(32)`0148 x 11h,I' 3 255: 4 705 1, 5;020 15;020 5 020' I+ 2,800 13,530 1 3,765 ,, 3;765,
Double 2x Sizes
HTU26.2: (Max.)
51/z
3 s
571s,
31h
(20) 0.162.x 31/z
(20),Q 148 x 3
[A,910
'2,940
i, �_320
3,50Q
�3,500;11
645 ,
-2,205
"2,205.
2,205
2.205
HTU28-2 (Min.)
37/e
TY16
711A6
31/z
(26) 0.162 x 31/z
(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,
FL,
HTU28-2 (Max.)
71/4
3-546
711A6
31/2
(26) 0.162 x 31/z
(26) 0.148 x 3
3,035
3,820
4,315
4,655
5,520
2,610
2,865
3,235
3,49:i
4:140
LA
HTU2 40 2 (Min)
"' 37/a-
Ns "
9ys
31/z,
(32) 0.162 X 3 z
,(j'4):Q 148 x 3 -
1,755 °
"4 255
4;255
4,255 ,
4,255
1,5101
:3,190
j' 3,1901
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/e° and 1/2", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector Selectors software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" 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.
SIMPSON
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/15" at 100% of the table load. Specify as an 'X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 1/4" x 21/4" Titen 2
scre-ois (Model ; fN2-25234H) for G =CMU. Follow all
installation instructions and use the loads from the sawn
lumber or BAYP 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 13/4" - Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1s"-diameter hole to the specified embedment
depth plus 1/2".
• Aftematively, drill the 3/1e"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/1e" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41h" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/3" is required as shoom in Figure 1 for full uplift load.
• Where no uplift load is i-equ red, a minimum end distance
of 1112" is pemlitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
Figure 1 — HU0410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
*1
Simpson Strong-TieO Wood Construction Connector�
HU/HUC/HSUR/L
Medium -Duty -Face-Mount Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
HU26
HU26X
(4)1/4 x 23/a
1 (4) 114 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
HU28
HU28X13/a
{4} 0148 x 1,'lz
545
15Q0'.i
"760
2 400
HU24-2
HUC24-2
(4) 1/4 X 23/4
(4) 1/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HUC26 2
(8)1/4'x 23fa
{8)1/4 x 13/a
-�(4) 0148:x3
760
2 D00„'
76D
HU26 2 (Max) `,
HUC26 2
{12j'11 X 23/a
(12}'/4 x i 3/a f
w (6)�0148 x3
)135
3,000 `;
1135
3 950
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
i HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/4 x 23/4
(12)114 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU28=2 {Min)
HUC28-2 Min. ?°
{•1D) Y<x 231a
(10)'la x413/a
(4) O i48 X`,3
=760
2,50D' !
760
3
HUC28 2 (Max,} •
(aaj'!a x 23/a
- � (i4)14 x 13Ja
'(6) 0,148 x 3
13135
3 5D0
1135
920
HU210
HU21 OX
(8)1/4 x 23/4
(8)'/4 x 13/4
(4) 0.148 x 1112
545
2,000
760
2,415
HU210r2 {MIn,) ,
NUC210"2
x
#
x{14)✓a
3°N
r
35
4 920
HU210 2 (MaX)
liUC210, 2 (Max)
(18)1la x 23/a
(18)?/a x 13/a
{10) 0148 x 3
18D0
4 500
1 800
5 085
i
HU210-3 (Min.)
HUG210-3 (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
VHU210-3
(Max.)
HUC210 3 (Max.)
(18)1/4 x 23/4
(18)'14 X 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
O
HU2122
'
HU212X�
10) '/q x �
"
(6048O x 'h
1,135
2 fi652a a`
H212(Min.)
HUC212-2 (Min.)
(16)1/4 x 23/4
(16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
V
d
I HU212-2 (Max.)
HUG212.2 (Max.)
(22)1/4 x 23/4
(22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
d
C21223/4
(16)1/4 is 1/a6)
0148 k31135°
„ ,
>'" ,4,ODD '
1,135
4 92D '
H(J212 3 {Max)
HUC212'; 3 (Max)
(22)?!a x 23fa
{22} 1/a,x 13/<
{1fl} 0 fi48 X 3
° 1800 ,..
5 085 ''„
,, 1 $00
5 D85
O
V
HU214
HU214X
(12)1/4 x 23/a
1 (12) 1/4 x 13/4
(6) 0.148 x 1112
1,135
2,665
1,135
2,665
HU214c2 (Mm j
HUC214 2 (Mln)
(18j'/e x 231a
(18)'/a z 13/a
($) 014$ x"3
) 510
4 5D0
1 515
5 085 ,
HU214 2 (Max) , ;
'�HUC214 2 {Max }-.
(24)'%a x 23/4 v24)1/4
z 13/a
(12} 0148 x 3
2 015
5 085 '
2;015
5 085 ,
HU214-3 (Min.)
HUC214 3 (Min.)
(18)114 x 23/4
I (18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/4 x 23/4
(24)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216
HU216X;'
{18),1/a x 23/a
{18)'/a x 13/a11h1,515
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/4
(20)1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26) 1/4 x 23/4
(2 6) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216 3 (Mm)
HUC216 3 (Mm) "z
(2d)1/q x 23/a .
' (20)1la x 13/a
($} 0148 x; 3
"'` 7 515
4 920 ' ,
1;515
4 920
HU216 3 (Max j °=
HUC216r3 (Max)
(26)?/a x 23/a
{} ` (26)"!a z 13/a
(i2} 0148'X 3 ''
2 015
5 085 "
, 2,015
' '5 085'
HU7 (Min.)
(Not available)
(12)1/4 x 23/4
(12)1/4 x 13/4
(4) 0.148 x 11h
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
HU11 (Min.) (Not available) (22) 1/a x 23/4 (22)1/4 x 13/4 (6) 0.148 x 11h 1,135 3,230 1,135 3,230
HU11 (Max.) (Not available) (30)1/4 x 23/4 (30)1/4 x 1 3/4 (10) 0.148 x 1'h 1,445 3,735 1,445 3,735
ti
a
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38
STAGGER JOINTS - TYP
UPLIFT/SHEAR ANCHOR
EACH TRUSS - SEE
PLAN
RAI5ED HEEL ROOF TRUSSES
B/SKI SEE PLAN
i'
E
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i
RIBBON BOARD- SEr
SCHEDULE FOR 51`ACING !
FASTENING TO TRUSSES
i
MASONRY WALL -
B/SKI SEE PLAN
NOTE: ADVL FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING A
SCALE: NTS SKI ('
i
4!
ROOF SHEATHING- SEE I
6OFFIT/FA5CIA- SEE ARCH.
RAISED HEEL ROOF TRUSSES
-SEE PLAN
w
n
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SEE SCHEDULE
FOR SPACING 4
FASTENING TO w
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TRU55E5
WALL SHEATHING -SEE PLAN
-
MIN. 15/32' CDX PLYWOOD OR Y
1/16' 055 WITH 8d GUN NAILS
(0.131' X 2 1/2') a 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING -
RIBBON BOARDS
ANCHOR EACH SEE PLAN d
TRUSS- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO ENp GRAIN OF ROOF TRUSS
MASONRY WALL -
BOTTOM CHORD
SEE PLAN '
RY.AISEE) HEEL TRUSS BEARING E3
. 6CALE, NIS SKI
R1850N 6CHEDULE1.
DESIGN CRITERIA
RIBBfr'N MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
I.
(2) 12d GUN (0.131' X 39
(Vasd=128 MPH)
2Y,,4 SPF'2
24'
TO EACH TRUSS, (4)
EXP. B,
ENCLOSED
i
NAILS AT JOINTS
Vult=180 MPH
(2) 12d GUN (0.131' X 37
(vasXP. MPH)
2X4 SPF12
I6' -
TO EACH TRUSS, (4)
E
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NAILS AT JOINTS
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SHEET INFORMATION:
100 NO: ]dllld
Aif RSUEV. IIA0.16
DRAYM BT: -
REVIEWEOBY: iH
SK.1
ALPINE
AOWCOMPMY
January'l-0, 2020.
Carpenter -Contractors of America, Inc..
'3-90-'0:,AVen!f6 d, . NW
Winter Haven; VL-38B86.;62,0
Dear Matt:
It'hals, come my attention fhat,"sonle questions were raised co-geer,
ning i rdib6t6t
thfuih6.,:c,'h6ri4s'(Wid'&, fko) -of sys4",,2 pole, end 04sqgsto allow for'
threaded toid§ usedfor"'ve".dbw',hguQo$ sgpp
-zeriferli h th 'd
-ne,of .- el,
Eape no' 00etl'an,4'-,O.C,'..w'lthbut'-daM
agingan connecAor W be"&,Orveftipd w bs the ni;
norepifrisr he truss of 8qorts"zl'6t.of Boor Tba" - d.... 4 dadditional sAh ho
load—.,
If you, have ,any qu 'esti-o"ns-,,."ple"as'e"'give,m,e a,cdll.,
4'!
N-$6367
SZ
fl ST T
Yo o n hwai.k'Kf
6750'Forum .briVe, Suite -306. (Mqnop, Ft 3.2821 - (80p) 521 =97RO—,"{864,422-,8685
W":qlpl.neJtw.,cq,m;
Ths docu rneit'has been e1e*oNc* signed
and seeied using a D 1tal Si g1fitt". NOW
copies w xxA an odgirtoi siq'atoo must ba
YwMedusing taleoriginet o eversion.
���,wets�+arrwyy,*
1{ COA #0 278
�k .-.w...,;/l 03/10/2021
t No. 70 I
�r
STATE � v
1
ALPINE
AN rtW COMPANY -
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando;. FL 32821
Phone: (800)755-6001
www.alpineitw,.com
El
5
� to In�c�
i rtiaf~ta11� Ra �; �# s
Gusfomer. Carpenter Contractors of America Job Number.- N334504
�J66 Description: 7A�/320 ,182ED,F ,02G ,R101 / 1828(CAUMEBB ELEV.D/F'
Address. -
.10 p Eri lrieeriin C�teria '
Design Code:: FBC 7th Ed. 2020 Res lntelliV/EW Version: 20.02.00A
JRef# 1X3L89750069
Wind: Standard: ASCE 7-16 Wind Speed (mph); 160 Design Loading (pso:� 37.00
,BuildingType: Closed
This package contains general notes pages, 29 truss drawing(s) and 5 detail(s)..
1 069.21.1302,22811 Al
3 069.21A 302.24173 A3
5 069.21.1302.22595 A5
7 069.21 A 302.23360 A6
9 069.21.1302.23796 A10
1.1 069.21.1302.23764 A14G
13 069.21.1302.24171 62GE
15. 069.21.1302.23922 C2GE'
17 069.21.1302,24359 D2
19 069.21.1302.23843 V4
21 069.21,1302 23734 ER
23 069.21.1302.24422 EJ3
25 069.21.1302.24421 CJ5
27 069.2`1.1302.24174 CJ1
29 069,21.1302.24030 HJ3A
31 GBLLETIN0118
33 VAL180160118
2
.10 p Eri lrieeriin C�teria '
Design Code:: FBC 7th Ed. 2020 Res lntelliV/EW Version: 20.02.00A
JRef# 1X3L89750069
Wind: Standard: ASCE 7-16 Wind Speed (mph); 160 Design Loading (pso:� 37.00
,BuildingType: Closed
This package contains general notes pages, 29 truss drawing(s) and 5 detail(s)..
1 069.21.1302,22811 Al
3 069.21A 302.24173 A3
5 069.21.1302.22595 A5
7 069.21 A 302.23360 A6
9 069.21.1302.23796 A10
1.1 069.21.1302.23764 A14G
13 069.21.1302.24171 62GE
15. 069.21.1302.23922 C2GE'
17 069.21.1302,24359 D2
19 069.21.1302.23843 V4
21 069.21,1302 23734 ER
23 069.21.1302.24422 EJ3
25 069.21.1302.24421 CJ5
27 069.2`1.1302.24174 CJ1
29 069,21.1302.24030 HJ3A
31 GBLLETIN0118
33 VAL180160118
2
This package contains general notes pages, 29 truss drawing(s) and 5 detail(s)..
1 069.21.1302,22811 Al
3 069.21A 302.24173 A3
5 069.21.1302.22595 A5
7 069.21 A 302.23360 A6
9 069.21.1302.23796 A10
1.1 069.21.1302.23764 A14G
13 069.21.1302.24171 62GE
15. 069.21.1302.23922 C2GE'
17 069.21.1302,24359 D2
19 069.21.1302.23843 V4
21 069.21,1302 23734 ER
23 069.21.1302.24422 EJ3
25 069.21.1302.24421 CJ5
27 069.2`1.1302.24174 CJ1
29 069,21.1302.24030 HJ3A
31 GBLLETIN0118
33 VAL180160118
2
2
069.21.1302.23703
A1A
4
069.21.1302.23280
A4
6
069.21 A 302.23953
A5GE
8
069.21.1302.22531
A8
10
069.21.1302.23484
A'12
12
069.21.1302.22828
61'
1.4
069.21 A 302.22876
Gl:
16
069.21.1302.24514
D1
18
069,21,1302.24561
D3G
20
069 21.1302,24609
V8
22
069.21.1302.24360
ERA
24
069.21,.1302.22733
EJ2
26
069.21.1302,24453
CJ3
28
069.21.1302.23733
HJ7
30
A16015ENC160118
32
CNNAILSP1014
34
VALTN16011'8
Florida Certificate of Product Approval #FL1999
Printed' 3/10/2021 1:16:33 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-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.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orq.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com.
Page 3 of 3
rFROM:
EQN: 250001 / COMN Ply: 1JobNumber: N334504 Cust: R8975 JRef:1X3L89750069 T10 /
RWM Qty: 16 ,7A5/320 ,182ED,F ,02G ,RIOI / 18281CALI/4EBB ELEV.DIF DrwNo: 069.21.1302.22811
Truss Label: Al TCE / YK 03/10/2021
12'11"15 19,10" 26'8"1
6'1"7 6'10"8 6'10"l 610"1
1' 10'
i ,
r' 10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 It
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
5X5
E
39'8"
9'10" 9'10"
19,10" 29'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
33'6"9 39'8"
6'10"8 i 6'1'7
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.222 K 999 240
VERT(CL): 0.385 K 999 240
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J
Creep Factor: 2.0
Max TC CSI: 0.617
Max BC CSI: 0.882
Max Web CSI: 0.457
VIEW Ver: 20.02.00A.1020.20
03/10/2021
10' 1'
L.-I 1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1711 /- /- /961 /309 /444
H 1711 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J- H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 541 -134 K - F 530 - 745
D - K 530 - 745 F - J 541 -134
E - K 1362 - 605
**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) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint olYwebs shall have bracin installed per BCSI sections 63, 137 or B10
as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be respponsible for any deviation from this drawing, any. failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. rnstallation.and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enpmeering responsibilitty� solely -for the design shown. The suitability and use of This
drawing for any s9ructure is the responsibility of the Building Designer per ANSirTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250030 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T25 /
FROM: ALS Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23703
Truss Label: A1A TCE / YK 03/10/2021
7'11"2 12' 171"12 19,10" 23'8"
7'11"2 4'0"14 'i' 5'1"12 'i' 2'8"4+ 3'10"
=6X6
F
31'8"14 39'8"
8'0"14 T11"2
0
1 +8'8"
39'8"
8'11 3'9"3 2'1 3' 6'8" 8'0"11 7'11"5
+1'd 8'11 10"4 14' 23'8" 31,81,11 3V
+ 11'+ 17' 'i' +
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.386 0 999 240
Loc R+ / R- / Rh / Rw / U / RL
B' 1556 /- /- /961 /309 /444
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.669 0 706 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.168 K - -
1 1556 /- /- /961 /309 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.314 K
Wind reactions based on MWFRS
Building Code:
g
NCBCLL: 10.00
Mean Height: 15.00 ft
Cree Factor: 2.0
p
B Brg Width = 8.0 Min Req = 2.2
Soffit: 0.00
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.791
I Brg Width = 8.0 Min Req = 2.2
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.896
Bearings B & I are rigid surface.
Bearings B & 1 require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.765
Members not listed have forces less than 375#
Loc. from endwal1: 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.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE HS
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80%" length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
(1) - plates so marked were sized using 0% Fabrication
Tolerance, 0 degrees Rotational Tolerance, and/or
zero Positioning Tolerance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
* The 5-0-0 section of Bottom Chord at 8-8-0
elevation between panel points R and N may
be field -removed as required provided that
all remaining plate/wood contact areas stay
Laterally brace Bottom Chord above filler at B - C 1410 - 2745 F - G 1410 - 2068
C - D 2144 -4245 G - H 1218 -2103
24" oc, including a lateral brace at chord ends.
(Not required if 5-0-0 section of lower Bottom D - E 1499 -2794 H - 1 1423 -2777
Chord is removed as noted (*)). E - F 1658 -2771
intact and undisturbed. COA #f�°
ftAi7381 ni8�t
03/10/2021
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Alpine, a division of
truss in conformanc
listing this drawing
drawing for any sfru
For more information
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2371 -1107 L - K 2402 -1107
Q - M 3738 -1614 K - 1 2406 -1106
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
814 -1523
M - F
2007 -1008
C - Q
1476 - 551
M - L
1864
- 604
S - Q
2850 -1327
F - L
492
- 506
Q - D
1271 - 562
L - G
452
- 368
D - M
825 -1539
L - H
475
- 688
all not. be responsible for any deviation from this drawing, any failure to build the
ping,, installation and bracinq of trusses. A seal on this drawing or cover pa a
sneering responsibilit�yr solely -for the design shown. The suitability and use of This 6750 Forum Drive
designer per ANSI/TPI 1 Sec.2. Suite 305
TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 250031 / COMN Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3L89750069 T2 /
FROM: RWM city: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24173
Truss Label: A3 / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
6'1'7 i U'11"15 19'10" 244"
6'10 4'6"
=5X5
E
�' i 10'
T 10,
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; 133,134 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
20'8"
83
1114X4
9'10" 4"" 54"
19,10" 24'4„ 29'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
33V'9 + 39'8"
9'2"9 6-1"7
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.033 M 999 240
VERT(CL): 0.082 M 999 240
HORZ(LL): 0.011 L - -
HORZ(TL): 0.024 C
Creep Factor: 2.0
Max TC CSI: 0.961
Max BC CSI: 0.737
Max Web CSI: 0.420
03/10/2021
Ve r: 20.02.00A.1020.20
13'4"
10, 1'
39'8..
t2
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 871 /- /- /610 /172 /444
N* 247 /- /- /156 /73 /-
H 508 /- A /427 /147 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
N Brg Width = 68.0 Min Req = -
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N, & 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 606 -1330 G - H 246 - 579
C - D 479 -1037
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - M 1138 - 532 K - J 952 - 498
M - L 691 - 320 J - H 484 -143
L - K 967 - 518
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - M 375 - 360 K - F 885 -1188
M - D 558 -150 F - J 573 - 255
D - L 559 - 715 J - G 495 - 484
L - F 769 - 272
**WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSU—Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for of
lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicabtie.. Applgy Oates to each face o truss and position as -shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingg or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use Nis
drawing for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250032 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T9 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIAEBB ELEV.D/F DrwNo: 069.21.1302.23280
Truss Label: A4 SSB / WHK 03/10/2021
6'1 "7
6'1 "7
L6"15 J. 19' '1 2 , " 2T1"1
"8 6'5"1 1'8' 651
�' i 100'
1'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.11 Wx2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
5X5= 5X5
E F
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
9'10"
29'6"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 240
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
VIEW Ver: 20.02.00A.1020.20
03/10/2021
33'6"9 39'8"
6'5"8 6' 1 "7
V
0
10,�1
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 /310 /427
1 1556 /- A /963 /310 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 508 -119 L - F 548 - 356
D - L 521 - 683 L - G 521 - 683
E - L 548 - 356 G - K 508 -119
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handling shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to '
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinQ Components Group Inc. shall not. be res onsible for any deviation from this drawing, any. failure to build the
truss in conformance with ANSIf TPI 1, or for handling, shipping,, mstallapion and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engiineering responsibility solely -for the design shown. The suitability and use of This Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821
SEQN: 250033 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750G69 T8 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22595
Truss Label: A5 SSB / WHK 03/10/2021
7'1014 17' 22'8"
7'1014 + 9'1"2 i 518"
�5X5 =5X5
D E
39'8"
31'9"2 + 39,8"
9'1"2 T10"14
1' 10, 9'10.. 91101,
10, 1'
10, T 19,101, + { 29'8" ''
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.149 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.279 J 999 240
B 1552 /- /- /965 /318 /386
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 1 - -
G 1552 /- /- /965 1318 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.112 1
Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: CreepFactor: 2.0
TCDL: 4.2 psf
B Br g Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.760
G Brg Width = 8.0 Min Req = 1.8
TPI Std2014 Max CSI: 0.755
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h : ax
Bearings B & G are rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.989
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ItFT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs) "
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
_
Lumber
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
D - E 1352 -1728
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - K 2393 -1373 J - 1 1695 - 842
be equally spaced. Attach with (2) 8d Box or Gun
K - J 1695 -863 1 - G 2393 -1352
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
C - K 498 -448 E - I 770 -435
for (2) CLR'S where shown. Scab reinforcement to be
K - D 770 -435 I - F 498 -448
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc. yggtsratttuetrrtta
Wind°'
Wind loads based on MWFRS with additional C&C ,,+°�°"•••�+ ����.�
member design..Tgs
Wind loading based on both hip types. •
gable and roof 0 �e
0p Ci
®. / �,a%//��®®
•
• y
�`• S ® ••
i� mod•. Y�, ti�
� •`�q
`tl �e
...........
�
COA AL +0
p�osa9a1e+1t1�°
(3/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care -in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition
Component Safety Information, by TPI SBCA) r
of BCSI (Building
and 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
id
attached ri ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections
as applicabgle. Apply"plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
B3, B7 or B10.
Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates -for
acceptance of professional enprneering responsibili solely the design shown. The suitability
drawing for any structure is the responsibility of the Buildings esigner per ANSVT�I 1 Sec.2.
and use of This
Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250065 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T11 /
FROM: RDP Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23953
Truss Label: A5GE / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�1711'15 11°4 '62
73'15 *4 1 2
21'10' 23'1 p' 26 31'10'7 3 1 39'8' ;
fiY'7 31�" 6'10'1 2' i' 2' II 2'0"11�5'707 6'1'14
I-Ir1
�5KB
21' i5' --}- 131' -i
9'B"4 i• 1'3°12 5s6, -f- ' 11.F ° 3' 7' T 10 'I 1s'B•4 'I 2ir 29328.-} 39.8°
i 21'11'12 i 3'10"8 -1 13712 -j
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" cc.
Special Loads
-(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 pif at 10.67
TC: From 76 plf at 10.67 to 76 plf at 32.67
TC: From 56 pif at 32.67 to 56 plf at 40.67
BC: From 20 plf at 0.00 to 20 plf at 39.67
BC: 128 lb Conc. Load at 23.21,23.79
PL: 136 lb Conc. Load at (23.27, 9.98). (23.80,9.98)
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
0
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.106 AE 999 240
VERT(CL): 0.211 AE 999 240
HORZ(LL): 0.0441 - -
HORZ(TL): 0.088 1
Creep Factor: 2.0
Max TC CSI: 0.646
Max BC CSI: 0.645
Max Web CSI: 0.957
03/10/2021
Ve r: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 769 /- /-
/504 /323 /444
AB 2335 /- A
/945 /990 A
Z 1079 /- /-
/484 /352 A
T 519 A /-
/398 /219 /-
Wind reactions based on
MWFRS
B Brg Width = 8.0
Min Req = 1.5
AB Brg Width = 8.0
Min Req = 2.8
Z Brg Width = 8.0
Min Req = 1.5
T Brg Width = 8.0
Min Req = 1.5
Bearings B, AB, Z, & T are a rigid surface.
Bearings B, AB, Z, & T require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords Tens. Comp.
B - C 465 -1090
I - J 391 -195
C - D 335 - 815
J - K 390 -199
D - E 399 - 762
K - L 536 - 262
E - F 411 - 759
L - M 608 - 296
F - G 397 - 678
M - N 506 - 244
H - 1 377 -185
S - T 228 - 610
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-AH
922 -479
AA-Z
375
-227
AH-AG
486 -261
Z-Y
388
-286
AG-AF
486 -261
Y-X
388
-286
AF-AE
486 -261
X - W
491
-156
AE-AD
486 -261
W - V
491
-156
AD -AC
486 -261
V - T
491
-156
AC -AB
479 -325
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
AH-AI
518 -256
AB -AR
304
-482
AI-AJ
555 -273
AR -AS
445
-568
AJ- G
519 - 269
A W- Z
272
- 747
G -AL
514 - 933
A W- N
237
- 676
AL -AN
498 - 920
N -AX
683
- 357
AN -AP
519 - 955
AX- X
690
- 352
AP -AC
540 -984
X-AZ
301
-478
AC- K
792 -505
AZ -BB
275
-472
K -AB
546 -1366
BB- S
326
-457
-WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating hand ling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint otYwebs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Applgy plates to each face of truss and position as shown.above and on the Join Details, -unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Building
Components Group Inc. shall notbe res onsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,i , nstallafion and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of iris
drawing for any sgructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 250035 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3L89750069 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,0213 ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23360
Truss Label: A6
SSB / WHK 03/10/2021
7'1014 15' 24'8" 31'9"2
39'8"
7' 10"14 7-1-2 9'8" T 1'T
7' 10"14
:6X6 = 6X6
D T3 E
12
6
5
5X5
F
C
M
W eo
W1
B
G
A
H
a^�
4X6(A2) =5X5 =5X5 =5X5=4X6(A2)
39'8"
10' 9'10.1 9'10"
10,
+ + +
10' 19,10" 29'8"
+1'�
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs) -
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240
B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - -
G 1552 /- /- /962 /328 /-
EXP: C Kzt: NA
Des Ld: 37.00 () HORZ TL : 0.115 1
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913
P
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760
Bearings B & G are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.474
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ItFT/RT:2o (0)/10 (0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1807 - 2729 E - F 1827 - 2537
C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.0E;
D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - K 2363 -1483 J - 1 1847 - -1110
member design.
K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - I 628 - 300
K - D 628 - 300 1 - F 394 - 358
4,mpg$�R4tttlt#AdgtU/rj�g
°mod
1 aPs
41
Q0
•�
'� � it t� 4 *
V.
�
s d a �
� m
a ..
S
l T, m✓ s ry�
8�4r *ffiO Akq .r
Bi��A?*Ob
COA r A
ti3�@ti
03/10/2021
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA) fo'r
and safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord -shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
9Details,
as applicable. Apply plates to each face. of truss and position as shown above and on the Join unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Defer to
Alpine, a division of ITW Building Components Group Inc. shall not be res .onsible for any deviation from this drawing, any, failure
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installaFiion.and bracin of trusses. A seal on this drawing
to build the
or cover pa a
675o.Forum Drive
listing this drawing indicates acceptance of professional en Ineering responsibilittyy solely -for the design shown. The suitability and use of.this Suite 3o5
drawing for any sQr'ucture is the responsibility of the Buildinguesigner per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250036 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3L89760Q69 T6 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.22531
Truss Label: A8
SSB / WHK 03/10/2021
6'9"4 13' 19,10" 26'8"
32'10"12 39'8"
6'9"4 6'2"12 6-10" 6'10" r
6'2"12 6'9"4
:5X5 1112X4 =5X5
D E F
12
6 2X42
C
/2X4
r,
G
� W3
fw
f�
B
H
t
A
I
4X6(A2) = 5X5 = 5X8 = 5X5=4X6(A2)
39'8"
1' i 10' 9.10" 9'10"
10, 1'
T 10' 19110" 29,8"
+ 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 /- /- /953 /716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 A A /953 /716 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Br Width = 8.0 Min Re
9 q = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
BCDL: 5.0 psf
H Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): I
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2014 -2780 E - F 1973 -2289
C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N;
D - E 1973 - 2289 G - H 2O14 - 2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 - 339 K - F 425 - 401
L - D 535 -183 F - J 535 -183
t368Ti`f6xtaits�vf,,,r
D - K 425 -401 J - G 381 -339
r r
E - K 585 - 391
a +
Q
w h v
COAp t NA►
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information,
of BCSI (Building
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
id Locations for lateral
attachetl ri ceiling shown restraint -of webs shall have bracin installed per BCSI sections B3, B7 or B10
of
as applicabgle. Apply to each face. o truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to '
Oates
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIrrPI 1, or for handling, installapon bracin trusses. A this drawing
shipping,. and of seal on or cover pa a 6750 Forum Drive
listing this-drawinp -indicates acceptance of professional en sneering responsibility solely�or the design -shown. The suitability and use of this
drawing for any sQr'ucture is the the Building -Designer 1 Sec.2. Suite 305
responsibility of perANSI/TPl
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500371 HIPS
Ply: 1
Job Number: N334504
Cust: R8975 JRef:1X3L89750069 T5 /
FROM: RWM
Qty: 1
7A51320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23796
Truss Label: A10
SSB / WHK 03/10/2021
5'9"4 11' 19' 28'8"
33'10"12 39'8"
5'2"12 8' 9'8"
5''1 - 5'9"4
5X5 = 5X5 = 5X5
D E T3 F
12
6 �2X4
T W
�2X4
o C (a) (a)
C' n
rn W3
ih
B
l
H
A
4X6(A2) =5X5 =5X8 -5X5=4X6(A2)
39'8"
10' 9'10" 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240
B 1556 /- A /940 /718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 /- /- /940 /718 /-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.127 J
Wind reactions based on MWFRS
Mean Height: 15.00 ItB
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
Br Width = 8.0 Min Re 1.8
9 q =
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752
Bearings B & H are rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 It FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2194 - 2804 E - F 2386 - 2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
D - E 2502 -2773 G - H 2184 -2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - L 2448 -1855 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun
L - K 2147 -1575 J - H 2440 -1822
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
L - D 470 -71 K - F 626 -612
for (2) CLR'S where shown. Scab reinforcement to be
D - K 739 -778 F - J 466 52
same size, species, grade, and 80% length of web
E - K 79 -778
534
member. Attach with 0.128x3" gun nails @ 6" oc. 1t1t64SStt6lNESdpett
Wind
eea°aw.x r
Wind loads based on MWFRS with additional C&C
member design.''
Wind loading based on both gable and hip roof types.
.0
_
H r
Y m
0
° '
m
� V °Doer:ea4�°�9 `A mg
CDA�#(
6i&t341�i
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, by TPI
of BCSI (Building
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 Locations for lateral
ceilin shown - permanent restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10
as applicable. App�y to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to '
Oates
drawings 160A-Z for standard plate positions. Refer to -job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from -this drawing, any failure to build the
truss in ANSl1TPI 1, for handling,
conformance with or shipping,, installation and bracin of trusses. A seal on this drawingor
listing this drawing indicates acceptance of professional engineering responsibility solely or the design -shown. The suitabiliffy
cover pa a 6750 Forum Drive
and use of this For
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305
Suite
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250038 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3L89750069 T4 /
FROM: RWM
Qty: 1
7,A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23484
Truss Label: Al2
SSB / WHK 03/10/2021
9' 17' 22'8" 30'8"
39'8"
9' 8' 5'8" 8'
9'
=6X6 T2 =5XD5 =4E4 T3
=6F6
T 6 ,2
o (a) W (a)
10
a W5
B
G in
A
�
H 8„
=4X6(A2) -6X6 =6X6 =6X6=4X6(A2) 1
39'8"
�1' 10' 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240
B 1556 /- /- /921 /720 /223
BCDL: 10.00 Risk Category: If Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 /- /- /921 /720 /-
Des Ld: 37.00 EXP: C Kzt: NA
HORZ(TL): 0.150 I
Wind reactions based on MWFRS
Mean Height: 15.00 It
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: psf
B Br Width
g = 8.0 Min Req = 1.8
5.2
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
G Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FTlRT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2250 -2705 E - F 2239 -2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 -2647 1 - G 2329 -1835
nails(0.113"x2ff%min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
C - K 718 -428 E - 1 944 - 834
for (2) CLR'S where shown. Scab reinforcement to be
K - D 940 - 832 I - F 718 430
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc. �R3416616fAg{t6/Bpf�g
F
Wind
Wind loads based on MWFRS with additional C&C
member design. hr
Wind loading based both hip types. a
on gable and roof
p. 8 1vo
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03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, by TPI and SBCA) fo'r safety to these functions. Installers
of BCSI (Building
temporary
practices prior performing shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached id Locations for lateral.respraint
ri ceilin shown permanent olywebs shall have bracm installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to '
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine,p
in conformance w th AiNSIfTPI 1,p or for handling n shipping tinstaflation and bracin of trusses from
seal on hisgdrawinagilour coder pagthe
Misting this drawing indicates acceptance of professional engineering responsibilit�yr solely7for the design shown. The suitabilifY and use of this 6750 Forum Drive
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbdndust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250056 / HIPS
Ply: 2
Job Number: N334504
_]
Cust: R 8975 JRef:1X3L89750069 T12 /
FROM: LPM
Qty. 1
7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23764
Truss Label: A14G
SSB / WHK 03/10/2021
2 Complete Trusses Required
7' 17' 22'8" 32'8" 39'8"
7' 10' S'8" 10, 7'
12 =6C6 T2 =8p8 T3 =8E8 T4 =6X6
F
6�
T T
O N
B G
BS„
A H_L
IF
4X6(A1) = 8X8 = 8X8 =— 8X8=4X6(A1)
39'8"
F1' 10' 9'10" 9'10" 10,
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA -.Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- /1427 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- /- /- /1428 /-
Des Ld: 37.00 EXP: C Kzt: NA
HORZ(TL): 0.121 1 Wind reactions based on MWFRS
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
G Br Width = 8.0 Min Re
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 9 q = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.507 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760
Members not listed have forces less than 375#
Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 2b.02.00A.1020.20
Lumber B - C 1424 - 3094 E - F 1534 - 3602
C - D 1533 - 3601 F - G 1425 - 3094
Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831
T3 2x6 SP #2 N;
Bot chord: 2x6 SP SS;
Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Nailnote
B - K 2752 -1257 J - 1 4769 - 2187
Nail Schedule:0.128"x3", min. nails
K - J 4768 - 2187 I - G 2753 -1258
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs)
Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp.
in each row to avoid splitting.
C - K 1287 -417 E - 1 727 -1297
Loading K- D 727 -1298 1 - F 1287 -417
#1 hip supports 7-0-0 jacks with no webs. hiss°�ts6t#PeraBaeAr;
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
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03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA)
and r safety practices rior to pertorming these functions. Installers shall provide temporary
bracing per BCSI._Unless noted otherwise, top chord shall have properPv attached structural sheathing and bottom chord shall have aproperly -
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSl.sections B3, B7 or B10
'
as applicable. App�y plates to each face of truss and position as shown above and on the Joins Details, unless noted otherwise. f�efer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be res onsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. mstallafion bracing trusses. A this drawing
and of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyv solely for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com; ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
SEQN: 250039 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T20 /
FROM: RWM Qty. 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22828
Truss Label: Bt SSB / WHK 03/10/2021
5'7"4 10,81, 15'8"12 21'4"
5'7"4 6012 50"12 574
P
co
N
4'3
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
_- 4X4
D
21'4"
5'4" 8'
13'4" 21'4"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.047 H 999 240
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- /529 /397 /229
Lu: NA Cs: NA
VERT(CL): 0.088 H 999 240
Snow Duration: NA
HORZ(LL): 0.020 G - -
F 805 /- /- /464 /361 /-
HORZ(TL): 0.037 G
Creep Factor: 2.0
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.371
F Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.611
Bearings B & F are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.232
Bearings B & F require a seat plate.
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
B -C 1190 -1344 D-E 1113 -1152
WAVE
C-D 1104 -1146 E-F 1201 -1351
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03/10/2021
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 993 G - F 1161 - 955
H - G 795 - 539
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 471 - 284 D - G 394 - 335
H - D 383 - 322 G - E 479 - 289
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlingshipping, installing. and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, -by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly -
attached_ri4id ceilin Locations shown for plermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. App�y plates to each face o truss and position as shown -above -and on the Join f Details, unless noted otherwise. Defer to '
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information:
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI] PI 1,- or. for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum. Drive
listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building�esigner per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250059 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T3 /
FROM: HMT Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24171
Truss Label: B2GE / YK 03110/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
198"
10'8"
�- 4'8" i 2'
(TYP) =4F4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
end Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 22.33
BC: From 20 plf at 0.00 to 20 plf at 21.33
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
21'4"
21'4"
21'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
21'4"
10,8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.005 R 999 240
VERT(CL): 0.011 R 999 240
HORZ(LL): 0.004 L - -
HORZ(TL): 0.006 R
Creep Factor: 2.0
Max TC CSI: 0.323
Max BC CSI: 0.197
Max Web CSI: 0.091
03/10/2021
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 125 /- A /39 /48 /11
Wind reactions based on MWFRS
B Brg Width = 256 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, 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 proper1r attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for of lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310
as applicable. Apply lates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ' -
drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinl1Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin4 of trusses. A sea! on this drawing or cover pa a 6750 Forum Drive
listing this drawing -indicates acceptance of professional en sneering responsibilitty� solely -for the design shown. The suitability -and use of this Suite Fos
drawing for any structure is the responsibility of the BuildingUesigner per ANSIfTP1 1 Sec.2.
For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250061 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T1 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23922
Truss Label: C2GE / YK 03/10/202'
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
Soacina: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 15.00
BC: From 20 plf at 0.00 to 20 plf at 14.00
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
7' 14'
7' 7'
2' ----1
(TYP)
=4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or*=PLF
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.007 J 999 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.014 J 999 240
B* 129 /- /- /40 /50 /12
HORZ(LL): -0.004 H - -
Wind reactions based on MWFRS
HORZ(TL): 0.009 H
B Brg Width = 168 Min Req = -
Creep Factor: 2.0
Bearing B is a rigid surface.
Max TC CSI: 0.392
Members not listed have forces less than 375#
Max BC CSI: 0.242
Maximum Top Chord Forces Per Ply (Ibs)
Max Web CSI: 0.142
Chords Tens.Comp. Chords Tens. Comp.
C - D 376 -199 D - E 377 -199
Ver: 20.02.00A.1020.20 I Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 -403 H - E 511 -403
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03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
PORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
`ety Information, by TPI and SBCA) for sa shipping,
prior to. performing these functions. Installers shall provide temporary
31. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
eilinpp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or_1310,
AppTy plates to each face. of truss and position as shown above and on the Joinl Details, unless noted otherwise. - f�efer to
is 1 oum-c Tor stanoara piate posnions. Kerer to )oD s L3enerai Notes page Tor aaanionai information.
a division of ITW Buildin Components Group Inc. shall not. be resp-onsible for any deviation from this drawing, any failure to build the
conformance with ANSI/ PI 1, or for handling, shipping,, installation. and bracin44of trusses. A seal on this drawingor cover pa a 675o Forum Drive
us drawing indicates acceptance of professional engineering responsibilityy solely -for the design shown. The suitability and use of this
! for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. - Suite 305
o information see these web sites: Alpine: alpineitw.com- TPI: tpinst.org; SBCA: sbdndustry.com; ICC: iccsafe:or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500431 COMN Ply: 1 Job Number: N334504 Cust: R 8975 JROIX3L89750069 T13 /
FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24514
Truss Label: D1 / WHK 03/10/2021
T
EQ
o_
(V
4"3
5'
5'
=4X4
C
10,
5'
12
6
u�
B D
.01
A E 88'
F
2X4(A1) 1112X4 = 2X4(A1)
5'
5'
10,
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA_ Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
Des Ld: 37.00
EXP: C Kzt: NA
NCBCLL: 10.00
Mean Height: 15.00 ft
Building Code:
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 ft -
Rep Fac: Yes
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
5'
10, 1
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.007 F 999 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.013 F 999 240
B 434 /- /- /286 /202 /134
HORZ(LL): 0.003 F - -
D 434 /- /- /286 /202 A
HORZ(TL): 0.006 F
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.345
D Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.257
Bearings B & D are a rigid surface.
Max Web CSI: 0.081
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
B - C 522 -494 C - D 521 -494
"-
H.
m�tl««Asses,«
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
itio. 7t08 9
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03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, -top chord shall have roper) attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral res�raint olYwebs shall have bracing installed per BCSI-sections B3, B7 or B10
as applicable. Apply plates to each face of truss and position as shown above and on the JoinFDetails, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, . shipping,, installation and bracing. of trusses. A -seal on this drawing or cover pa a 6750 Forum Drive .._
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250057 / HIPS Ply: 1 Job Number: N334504 Cust R 8975 JRef:1X3L89750069 T18 !
FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24561
Truss Label: D3G / WHK 03/10/2021
T
0
a3
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
3' 7' 10,
f 3' + 4' 3' �1
4X6 ; 4X6
12 C D
6
B E M
� F 8'8��
H G 1-(`-tH'
2X4(A1) 1112X4 1112X4-2X4(A1)
IM
�1 + 3112 388
3'1 "12 6'10"4
Wind.Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to
56 plf at
3.00
TC: From 28 plf at 3.00 to
28 plf at
7.00
TC: From 56 plf at 7.00 to
56 plf at
11.00
BC: From 20 pif at 0.00 to
20 plf at
3.03
BC: From 10 plf at 3.03 to
10 plf at
6.97
BC: From 20 plf at 6.97 to
20 plf at
10.00
TC: 129 lb Conc. Load at 3.03, 6.97
TC: 65 lb Conc. Load at 5.00
BC: 80 lb Conc. Load at 3.03, 6.97
BC: 52 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
31 12 I 1
10,
Defi/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.022 H 999 240
VERT(CL): 0.044 H 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.016 C -
Creep Factor: 2.0
Max TC CSI: 0.288
Max BC CSI: 0.365
Max Web CSI: 0.059
Ve r: 20.02.00A.1020.20
pDp•008bp4r '`rIn
r • .�
a°
e°
p «
d
°
�p 5 Al 0
01
COA
�+nsret
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 625 /- /- /- /316 /-
E 625 /- /- /- /316 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 467 - 962 D - E 467 - 962
C - D 389 - 842
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 829 - 394 G - E 829 - 394
H - G 842 - 389
-WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary.
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attache tl rigqid 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 oT truss and position as shown above and on the Joint9Details, unless noted otherwise.. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitii solely -for the design shown. The suitabilit9y-and use of this
drawing for any structure is the responsibility of the Building Designer perANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbdndust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN:250045/ VAL Ply: 1 Job Number: N334504 Cust:R8975 JRefAX3L89750069 T14 !
FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23843
Truss Label: V4 / WHK 03/1012021
1111"8 1 3'11"
1'11"8 r 111"8
12
6 = 4X4
B
A4X4(D1)=4X4(D1) C
T
10'6"3
D
3'11"
3-11"
C111h
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or'=PLF
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.004 999 240
Loc R+ / R- / Rh / Rw / U / RL
D' 75 /- /- /32 /18 /6
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.007 999 240
BCDL: 10.00
Risk Category: 11
Snow Duration: NA
HORZ(LL): -0.001 - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0,003
D Brg Width = 47.0 Min Reg = -
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Bearing
g A is a rigid surface.
0.00
BCDL: 5.psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.070
Members not listed have forces less than 375#
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.098
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVP
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
• ,RJJ
m m
P
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, haDdling, shipping, installing and bracing. Refer to and follow the latest edition of
p n w cenin r.ocanons snown ror ermanent iaterai restraint oT weos snarl nave Dfacin installe0 per tiG51 sections b3, ti/ or I310 -
cab e. App y plates to each face o truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin Components Group Inc. shall notbe res onsible for any deviation from this drawing, any failure to build the
conformance with ANSI 1, or for handling, shipping,i , nstallafion and bracing. of trusses. A seal on this drawing or cover page
us drawing indicates acceptance of professional en ineering responsibilityV solely for the design shown. The suitability and use of trtis
for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 See.2. - -- -
information see these web sites: Alpine: alpineitw.com� TPI: tpinst.or ; SBCA: sbcindustry.com; ICC: iccsafe.or • AWC: awc org
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250046 / VAL Ply: 1
FROM: LPM Qty: 1
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Job Number: N334504
,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: V8
3'11"8 7'11"
3'11 "8 3'11 "8
12 =4X4
B
D
1112X4
7'11"
3'11"8
3'11 "8
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
Speed: 160 mph
Pf: NA Ce: NA
Enclosure: Closed
Lu: NA Cs: NA
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Mean Height: 15.00 ft
Building Code:
BCDL: 4.psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
°
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
Cust: R 8975 JR&AX31-89750D69 T16
DrwNo: 069.21.1302.24609
KD / WHK 03/10/2021
9'6"3
3'11"8
7-11"
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or'=PLF
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.007 D 999 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.014 D 999 240
E' 75 /- /- /35 /26 /8
HORZ(LL): -0.003 D - -
Wind reactions based on MWFRS
HORZ(TL): 0.006 D
E Brg Width = 95.0 Min Req = -
Creep Factor: 2.0
Bearing A is a rigid surface.
Max TC CSI: 0.266
Members not listed have forces less than 375#
Max BC CSI: 0.192
Maximum Web Forces Per Ply (lbs)
Max Web CSI: 0.142
Webs Tens.Comp.
B - D 478 - 315
Ver: 20.02.00A.1020.20
o '®
o° 0.
a
a
COAlot #H1
ff$1 +apt
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, hand linp, shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Uniess.noted otherwise; top chord shall have properly attached structural sheathing and bottom chord shall have a properly
�id ceiling .Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections 63, B7 _or Bi 0
le. .AppTy plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. - Ffefer to
60A-Z for standard plate positions. Refer to -job's -General Notes page for additional information.
vision of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
iformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page
hawing indicates acceptance of professional engineering responsibilitv solely or the design shown. The suitability and use Nis
any structure is the responsibility of the Building Designer per ANSI/BPI 1 Sec.2.
ormation see these web sites: Alpine: alpineitw.com; TPI: tpinst.or_ ; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc or
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 2500471 EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T15 /
FROM: HMT Qty: 8 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23734
Truss Label: EJ7 KD / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 It
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
7'
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
12'2"11
M
O_ u7
M (h
V'
8'8"
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- 1249 /108 /208
D 125 !- !- /73 /- /-
C 174 /- /- /128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
03/10/2021
**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 BCSI (Build
urawniys-ioum-z- ror scanuaru prate positions. Kerer to)oo s lieneral Notes page ror additional inrormation.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/�PI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional -en sneering responsibili(� solely -for the design shown. The suitability and use of This
drawing for any sgructure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com: TPI: tvinst.ora: SBCA: sbcinduslrv.com: ICC: iccsafe.cra: AWC: awc.oro
_6750 Forum Drive_
Suite 305
Orlando FL, 32821
SEQN: 250048 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T21 /
FROM: HMT Oty: 6 7A5/320 ,162ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DnvNo: 069.21.1302.24360
Truss Label: EJ7A / WHK 03/10/2021
Loading Criteria (psg
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld. 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/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
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7'
7'
)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
B
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.016 C
HORZ(TL): 0.030 C
Creep Factor: 2.0
Max TC CSI: 0.738
Max BC CSI: 0.513
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 270 /- /- /179 /71 /186
C 126 /- /- /76 /- !-
B 177 /- /- /132 /171 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
**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 r7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracinnn installed per BCSI sections B3, B7 or B10
as applicabgle. Apply Oates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses; A seal on this drawing or cover paWe 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitability and use of this — Suite For
drawing for any s9ructure is the responsibility of the Building Designer per ANSVTFI 1 Sec.2.305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250049 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T24 /
FROM: LPM Qty: 3 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24422
Truss Label: EJ3 / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
4"3
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
3'
3'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)110(0)
Plate Type(s):
C
T
cO
0
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.248
Max BC CSI: 0.112
Max Web CSI: 0.000
Ve r: 20.02.00A.1020.20
0 � ,��++pasp,a/ pe�y ♦ J
/ \ w
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 188 /- /- /157 171 /100
D 52 /- /- /28 /- /-
C 65 !- /- /45 /66 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral_restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be res onsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or -for handling, shipping,, installation and bracinctof trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawincl indicates acceptance of professional enpsneering responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Buildings esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.ora Orlando FL, 32821
SEQN: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JROAX3L89750069 T23 /
FROM: RWM Qty: 2 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22733
Truss Label: EJ2 KD / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37. 00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12 C
6 T 11 (t� 918"4
co
B 't LO
4"3 r� 81Q1r
A
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
2X4(A1)
21
2' a
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0).
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.137
Max BC CSI: 0.026
Max Web CSI: 0.000
03/10/2021
V e r: 20.02.00A.1020.20
0
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 157 /- 1- 1140 /54 /52
D 32 /- /- /18 /- /-
C 34 /- /- /20 /26 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearings B, D, & C require a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of. BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilingq Locations shownTor permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ' -
drawings 160A7Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and_bracinq of trusses- Aseal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliify and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.orp Orlando FL, 32821
SEQN: 250051 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T34
FROM: JRH Qly: 4 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24421
Truss Label: CJ5 KD / YK 03/10/2021
C
11'2"5
12
6
C2
9)
CV CM
M
B
1 A 8'8"
D
1 1 4'11"4
4' 11 "4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 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: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
LA
o�Y' �1 sgyr®4osa®
rom
s o
r
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 1152
D 89 /- /- /51 /- /-
C 118 /- /- /85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate. —
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior -to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached -structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. App y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. - Defer to
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure -to- build the
truss in conformance with ANSIl� PI 1, or for handling, shipping,, installation and bracincl of trusses. A seal -on this drawing or cover pale 675o Forum Drive
listing this drawing indicates acceptance of professional encLsneering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250052 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T33 !
FROM: LPM Qty: 4 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24453
Truss Label: CJ3 / WHK 03/10/2021
V
2X4(A1)
Loading Criteria (psf]
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�-- 1,
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2'11"4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
T
Defi/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
��e�a �i `�pa►aFE
aaram[a�re" tt?7d����Ra.
s
�4° a
e ®
m �
a a
°m m
P e
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses -require extreme care
Component Safety Informatior
bracing per BCSI. Unless note
attached rigid ceiling Location
as applicable. Apply pplates to
drawings 160A-Z fors tandard
Alpine. a division of ITW Buildino Components Group Inc. shall
any
10'2"5
rn
CV
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 171 /99
D 50 A /- /27 A /-
C 63 /- /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
notbe responsible for any deviation from this drawing, any failure to build the
i g,. nstallation and bracin of trusses. A seal on this drawingor cover pa4e
Bring responsibility solely or the design shown. The suitability and use of this
signer per ANSI/TPI 1 Sec.2.
6750 Forum Drive..._,.
Suite 305
Orlando FL, 32821
SEQN: 250053 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JR&AX3L89750069 T29 /
FROM: LPM Qty: 8 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.24174
Truss Label: CA / YK 03110/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
4"3
T
E
12
6 [7-
C
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SIP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
�TB 11114 al
11 4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
DefI/CSI Criteria
PP Deflection in ]cc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
03/10/2021
Ver: 20.02.00A.1020.20
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /-
/145 /76 /45
D 11 /-2 /-
/14 /10 /-
C - /-15 /-
/29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oyherwise,-top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicabgle. Apply plates to each face oT truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa e _ .6750 Forum Drive
listing this drawing indicates -acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250054 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750069 T22 /
FROM: HMT Qty: 2 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23733
Truss Label: HJ7 TCE / YK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"11
IC
12'2"3
12
4.24 F::—_- a 2X4
C
v
m �
v
B
T
4 3 A 8-8"
FE
2X4(A1) =4X4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
V5"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0. 1 62"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
9'2"2
9'2"2
Snow Criteria (Pg,Pfin PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
71
9.104
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.049 F 999 240
VERT(CL): 0.092 F 999 240
HORZ(LL): 0.012 C - -
HORZ(TL): 0.023 C
Creep Factor: 2.0
Max TC CSI: 0.542
Max BC CSI: 0.670
Max Web CSI: 0.261
Ver: 20.02.00A.1020.20
1
1�
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 326 /- A A /154 /-
E 364 A /0 /- 184 /0
D 214 /- /- /- /177 A
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 392 - 565
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 534 - 356
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 391 - 587
**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 rigid ceilin Locations shown for permanent lateral. restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. Applgy Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawin or cover pa a 675OForum Drive
listing this drawing indicates acceptance of professional engineering responsibili((�� solely -for the design shown. The suitabilil9y and -use of This
drawing for any sfr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbdndust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2500551 HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X31.89750069 T17 /
FROM: LPM Qty: 2 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALIAEBB ELEV.D/F DrwNo: 069.21.1302.24030
Truss Label: HJ3A TCE / YK 03/10/2021
T
1i
2X4(A1)
42113
1 �5r� T
4'2"3
C
10'2"6
ti
N
pipn
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in too Udefl U#
VERT(LL): NA
VERT(CL): NA
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 /- /- /- /45 /-
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.001 D
D 28 /- /- /7
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.002 D
C 64 /- /- /- /48 /-
Building Code:
NCBCLL: 0.00
Mean Height: 15.00 ft
TCDL: psf
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
5.2
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.120
B Br Width = 10.6 Min Re 1.5
g q =
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.074
D Brg Width = 1.5 Min Req = -
C
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: No
Max Web CSI: 0.000
Brg Width = 1.5 Min Req = -
Bearing B is rigid surface.
Loc. from endwall: NA
FT/RT:20(0)/10(0)
Bearing B requires a seat plate.
GCpi: 0.18
Plate Type(s): I
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE I
VIEW Ver: 20.02.00A.1020.20
L-umAer
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Loading
Hipjack supports 2-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
W
t
n
T
C0A S`t' �'' L �b'tti
Wbiummou"'I'
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
ii require extreme care in fabricatingg handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Went Safety Information, by TPI and'SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
tl rigpid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,.
icable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildingq Components Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the
conformance with ANSI)TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page
iis drawing indicates acceptance of professional engineering responsibilitty� solely -for -the design shown. The suitability and use Nis
I for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.
e information see these web sites: Alpine: alpineilw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.orq: AWC: awc.ora
6750 Forum Drive
Suite 305
Orlando FL, 32821
c
Gable Stud Reinforcement Detail
ASCE 7-161 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1,00
❑r: 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
❑r: 120 mnh Wind Snood. IS' Mo Hoinh+ Pn,-+inlly P-1., A r.. -„re n v-,+ - i nn
S
2x4 Brace
Gable .Vertical
Spacing' Species Grade
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace )Kw
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace A31
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'
U
S P F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
S' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
o
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' ill
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,
G' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, ill
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 F
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13, 9'
14' 0'
14' 0'
14' 0'
U
IJ
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
QJ
o
�I
Standard
4' 2'
6' 1'
6' S'
8'
8' 8'
10' 5'
10, 10'
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
0
9' 0'
9' 4'
10, 8'
i1' 1'
14' 0'
14' 0' i
14' 0'
14' 0'
S
#2
4' 5'
7' 6'
7' 9'
8' 10,
93'
10' 7'
11' 0'
13, 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' V
Q�
D F L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
y
Standard
4' 2'
5' 8'
6' 0'
7' G'
8' 0'
10' 2'
10' 10'
11' 10'
12' 7'
14' 0'
14' 0'
�L
n
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
S I� F
#3
4' 7'
8' 2'
8' 5'
9' 8'
10' 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
LJ
U
I�
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10' 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
0
�I
Standard
4' 7'
7' 0'
7' S'
9' 4'
10' 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
ill 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
0-1
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
D F L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' C'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0' 1
13' 7'
14' 0'
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above.
i
Connect dlaaonn
AN ITW COi
\ 1514\ Earth\ City\ Expressway
\ \ Suite\ 242
\ \ Earth\ City,\ MO\ 63045
�ymm
About
18'
L
'L' Brace End
Zones, typ,
2x6 DF-L #2 or
better diagonal
r
T
brae: single
or double cut
(as shown) at
upper end.
`V` 1411� Refer to chart _dk
wwVARNW111— READ AND FOLLOW ALL NOTES ON THIS DRAWDHB
—DWCRTANTww FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refe" tf
follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) fo' s,
practices prior to performing these functions. Installers shall provide temporary bracing pe < B
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo :
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f
shall have bracing installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to en
of truss antl position as shorn above and on the Joint Details, unless noted otherwise.
Refer to drarings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviatl,
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hundUng, ship;
nstallation & bracing of trusses.
A seal on this drawing or cover page listk,g this drawing, Imflcntes acceptance of professional
engineering responsibility solely for the design sham The suitability orW use of thb: drawing
For any structure Is the responsbillty of the Building Designer per ANSI/TPI 1 Sec.P.
For more Information see this Job's general notes page and these web sites.
ALPINE, www.alpineitr,coml Ti www.tpinst.orgl SBCA, www.sbclndustry.orgl ICC, wwwlccsafeorg
Q
0'
Bracing Group Species and Grades:
Group At
S ruce-Plne-Fir Hem -Fir
#1 / #2 Standard #2 Stud
#3 Stud #3 IStandard
Doucitas Flr-Larch Southern Plnewww
#3 #3
Stud Stud
Stnndnrd Stnndnrd
Group BI
Hem -Fir
#1 & Btr
#1
Dou Ins Fir -Larch Southern Pinewww
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
wwFor 1x4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these grades,
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load),
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with IOd (0.128'x3.0' min) nails.
)K For (1) 'L' brace: space nails at 2' o.c.
In 18' end zones and 4' o.c, between zones.
*)*For (2) 'L' braces, space nails at 3' o.c.
In IS' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 80% of web
member length.
Gable Vertical Plate Sizes
Vertical Len th
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11'
3X4
Greater than Il' 6'
04
I+ Refer to common truss design for
peak, splice, and heel plates.
ARefer to the Building Designer for conditions
lep th. not addressed by this detail,
REF ASCE7-16-GAB16015
DATE 01/26/2018
DRWG A16015ENC160118
10/2021
MAX, TOT, LD, 60 PSF
MAX, SPACING 24,0'
'T
Relnfol
Memb
Go
Tr
• Gable De-tai�
For I Pt -in VPr,+1rn 1 �
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
lapped plates to span the web,
2*2X4
2X8
vrovide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nall t
loci Common (0.148'x 3,',min) Nails at 4' o,c, plus
(4) nails In the top and bottom chords.
Toenalled Nnlls-
10d Common (0,148'x3',min) Toenails at 4' o.c. plus
(4) toenails In the top and bottom chords.
This detall 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 Detall Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 H 60%,
S11530ENC100118, S12030ENC100118,'S14030ENC 30 1001 ar
S18030ENC100118, S20030ENC100118, S20030E 01 as m4ba0
See appropriate Alpine gable detall for maxi71
m e 9#�le t 10qr
'T' Relnforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
eb Length Increase w/ 'T' Brace
Examplen
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o,c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf,
Mbr, Size
'T'
Increase
2x4
30
2x6
20
-WARNINGON READ AND rOLLaV ALL NOTES W THIS DRAWVQ ro
MDVMTANT" FURNISH TWS DRAVMG TO ALL CONTRACTORS INCLUDING THE DISTALLERSy
I�, { 0 1
REF LET -IN VERT
��
IA&PIN
AN ITW COMPANY
\ 1514\ Earth Cit \ Expressway
v P y
\\Suite\242 ,
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref "t n»
follow the latest edition of BCSI (BuildingComponent Safety Information, by TPI and SBCA) fo s t
practices prior to performing these functions. Installers shall provide temporary bracing pe BCSL •
Unless noted otherwise, top chord shall hove properly attached structural sheathing and bo m cho
shall have a properly attached rigid ceiling. locations shown for permanent lateral restraint f s
shall have bracing Installed per BCSI sections 113, B7 or 1111, as applicable. Apply plates to ea
of truss and position as shown above and on the Joint Details, unless noted otherwise. ✓
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shot( not be responsible for any devintlo r
this drawing, any failure to build the truss in conformance with ANS[/TPI 1, or for handling, shlppin
Installation & bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional
engineering responsibxlty solely for the design shown, The suitability and use of this drawing
for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect.
a
• r
p$ =
S 4/ •
er
•+a® j�4/��
a'® ta'•®� Y
}@��
Qy taa!!•ww•
{j_C,s
A 1 ,
sljjf 1L� /10/2021
t>p
MAX, TOT, LD, 60 PSF
DATE O1/02/2018
DRWG GBLLETIN0118
DUR, FAC, ANY
1\EartM City,\MO\63045
For more Information see this Job's general notes page and these web sites,
ALPIND www,alpineitw,conl TPB www.tpinstorgl SBCAi rww.sbcindustry,orgl ICO wwwlccsafearg
MAX, SPACING 24,0'
BAIL SPACING DETAIL
MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS
AND STAGGER NAILING FOR TWO BLOCKS. GREATER SPACING MAY BE
REQUIRED TO AV❑ID SPLITTING,
BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND TYPE OF
NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL,
LOAD PERPENDICULAR TO GRAIN
A - EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS
OF NAILS (6 NAIL DIAMETERS)
B - SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS)
C - END DISTANCE (15 NAIL DIAMETERS)
LOAD PARALLEL TO GRAIN
A - EDGE DISTANCE (6 NAIL DIAMETERS)
C - SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL DIAMETERS)
D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS)
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BEL❑Wi ' C)K)K
w SPACING MAY BE REDUCED BY 50%
)K)K SPACING MAY BE REDUCED BY 33%
DIRECTI❑N
OF LOAD AND
NAIL R❑WS
to
W
J
ci_ iAiAi NAIL 0
LINE
J
A Pq
T BW
1 1 1 1 1 B/2)K
A J
C TRUSS
MEMBER
LOAD APPLIED PERPENDICULAR TO GRAIN
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
Bw
C)K)K
D
8d
BOX (0.113'X 2.5',MIN)
3/4'
1
3/8'
1
3/4"
7/8'
10d
BOX (0,128'X 3,',MIN)
7/8"
1
5/8'
2"
1'
12d
BOX (0,128'X 3,25',MIN)
7/8"
1
5/8"
2'
1"
16d
BOX (0.135'X 3.5",MIN)
7/8"
1
5/8'
2
1/8'
1 1/8'
20d
BOX (0,148"X 4,",MIN)
1'
1
7/8'
2
1/4"
1 1/8'
8d
COMMON (0,131'X 2,5',MIN)
7/8'
1
5/8'
2'
i'
10d
COMMON (0,148'X 3,',MIN)
1'
1
7/8'
2
1/4"
1 1/8"
12d
COMMON (0,148'X 3,25',MIN)
1'
1
7/8'
2
1/4'
1 1/8'
16d
COMMON (0,162'X 3,5',MIN)
1'
2'
2
1/2"
1 1/4'
GUN
(0,120"X 2,5',MIN)
3/4"
1
1/2'
1
7/8'
1'
GUN
(0,131'X 2,5',MIN)
7/8'
1
5/8'
2'
1"
GUN
C0.120"X 3,',MIN)
3/4'
1
1/2'
1
7/8'
1'
GUN
(0,131"X 3,',MIN)
7/8'
1
5/8'
2"
1'
C/2)"
NAIL
T t LINE
c
1 H.
LOAD APPLIED PARALLEL EAI�1r
wn��ABF�ALL �TTHIS"1N
wIiP(T2TANTaI�nusDRAWINGCUNTRACORS INMUDING THE INSTALLERS ® ®' { REF NAIL SPACE
Trusses require extreme care In fabricating, handling, sipping, Installing and bracing, Ref ° W4 s DATE 10/O1/14
follow the latest edition of BCSI (BuildingComponent SafetyInformation, by TPI and SBCA) fo s t w �-
practices prior to performing these functions. Installers shall provide temporary bracing pe. HCSL n e
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo n cho e
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f s �� 0 � �, � DRWG CNNAILSP1014
shall have bracing Installed per SCSI sections B3, B7 or B10, as applicable. Apply plates to ea
of truss and position as shorn above and an the Joint Details, unless noted otherwise. / o !e ,N
P' Refer to drawings 1f IT for standard ente positions. bi b
Alpine, n division of ITV Building Components Group Inc shall not SI responsible for any de'ship r ®®®9• ewe•
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, 'ship
AN ITW COMPANY Installation !s bracing of trusses.
A seal on Lids drawing or cover page listing this drawing, Indicates acceptance of professbnnl /
11 su e%2425141 \Cily\Expressway for any engineeIs ring responsibility tide Budtling Designer per ANsham The suitability SI/TPI 1 Sec2. use of this drowirg �10/2021
\ 1 Earth\ Cily,\ MO\63045 For more Information see this Job's general notes page and these web sites,
ALPINE, www,alpineltw.coni TPI, www,tpinst,orgi SECA, wrr.sbclndustry.orgi ICO wwwJccsafe.org
Valley Deta�lk - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
,Top Chord 2x4 SP 42N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
3"� Attach each valley to every supporting truss with)
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph. 30' Mean Height, Part, Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc.
Building; Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or -Larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates.
3X4
12
12 Max,
2X4 X4
1.,— 8-0-0 Max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing.
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of
web, sane species and grade or better, attached with 10d box
(0.128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design.
W*W Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord.
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
Valeev
Q oL�� �t1sTTsnlTop,
SP
� ao
"WARNING!"
READ AND F®10V ALL NDTES ON THIS BRAVING
•
CINPIRTANTu FURNISH THIS DRAWING M ALL CURRACTIXtS INCLUDING THE INSTALLERS.
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer
follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) for f
el"'lpractices prior to performing these functions. Installers shall provide temporary bracing per L
Unless noted otherwise, top chord shall have properly attached structural sheathing and bott cF
shall have a properly attached rigid ceiling, Locations shown for permanent lateral restraint o rqq
shall have bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply platesto each' -aiof truss and position as shorn above and on the Joint Details, unless noted otherwise. I
IRefe-NE"
r to dra•Ings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation i
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY Installation 6 bracing of trusses.
A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional
11514% Earth\ City\Expressway englneering responsibility solely for the design shown. The suitability and use of this drawing
II Suite\242 for =y structure is the responsibility of the Building Designer per ANSI/TPI 1 Seca
\\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites,
ALPINE, ■ww,alpinettw,conl TPI, www,tpinstorgl SBCAi ■rwsbcindustrv.oror ICC, ►ww1ccsafe.oro
2X4
Stubbed Valley
End Detail
4X4
-5�Tf
Optional Hip
Joint Detail
T�^�u�s4e�
i i
: 24'
r usses
O.C.
Partial Framing
Plan
yE--LL
TC DL
BC DL
BC LL
30
20
10
0
30
15
10
0
401PSF
7 PSF
10 PSF
0 PSF
REF
VALLEY DETi
DATE
01/26/2018
DRWG
VAL180160118
TOT. LD, 60 155157PSF
0/202
DUR,FAC,125/1,33 1,15 1,1
SPACING 24,0'
• Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp. C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�" Attach each valley to every supporting truss with:
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on
supporting truss material at connection location:
170 mph for SP (G = 0.55, min,),
155 mph for DF-L (G = 0,50, min,), or
120 mph for HF & SPF (G = 0.42, min,).
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses.
Bottom chord of valley trusses may be square or
pitched cut as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members.
All plates shown are Alpine Wave Plates,
3X4
12
12 Max, I
2X4 X4
8-0-0 max W-i
4X4
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 10d box
(0.128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014.
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purlins at 24' o.c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
w*w Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
Valle
Spacing
Pitched Cut
Bottom Chord
Valley
� �oe-nailecl
Square Cut
Bottom Chord
Valeev
12
12 Max,
X3
12
LX3 6-0-0 10 Max,
5X4 SPL (Max Spacing) Q`a
1X3 1X3 2X4 SQo-G gT4n muff,,
20-0-0 (++)'
Supporting trusses at 24' o.c, maximum spacing,' �"1',e°a�ffi`
2X4
Stubbed Valley
End Detail
m
4X4
-,�'F
Optional Hip
Joint Detail
T u e
' O. ,
Partial Framing
Plan
mWARNM- READ NO FMJ-UV ALL NDTES ON TM DIIAVM w 0. V0 I LL 30 30 40PSF REF VALLEY DETAIL
»TANT■■ FUINISN naS WAVD(G To ALL CENTRACTISIS MCLUDM TILE MTALLER ¢
Trusses require extreme care In fabricating,ehandling, sipping, Installing a nd bracing. Re a s TC DL 20 15 7 PSF DATE Ol/26/2018
follow the latest edition of BCSI (Buttdln Component SafetyInformation, b TPI and SBCA) f e r
practices prior to performing these functions. Installers shall provide temporary bracing 31
Unless noted otherwise, top chord shall have properly attached structural sheathing and b on ch d /"¢ BC DL 10 10 10 PSF DRWG VALTN160118
shall have n properly attached rigid ceiling. Locations shorn for permanent lateral restrain of a3 1 4J ® f5..
shall have bracing Installed per SCSI sections B3, B7 or PLO, as applicable. Apply plates to e h a 0 `Y•_�
�I of truss and position -Z shorn above and on the to tr. Details, unless noted otherwise. BC LL 0 0 0 PSF
Refer to drorings 160A-Z for standard plate posRlons, @& % ¢da
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devintl om¢a a'o»
this drawing, any Failure to buttd the truss In conformance with ANSI/TPI 1, or for handling, shlppl a'aa484w!• (`� TOT. LD, 60 55 57PSF
AAN ITW COMPANY Installation 8 bracing of trusses. V
A seal on this drawing or cover page Usti ng this drawing, Indicates acceptance of professional
_ %%514\Earth\ City% Expressway engineering responsibility solely for the design shorn The suitability and use of this drawing �" \'17y/10/2.021 11
1%Suite%242 for any structure is the responsibility of the Building Designer per ANSI/TPI I Sect 0` DUR,FAC.1.25/1,33 1,15 1,15
% 1 Earth% City,% MO\ 63045 For more Information see this Job's general notes page and these web sites SPACING 24,0'
ALPINE, wwwalpineitw.coml TPI, wwr.tpinstorgl SBCA% rrr.sbcindustry.org, ICCe rrrAccsnfearg
r
R
BC
t/2
01
VALLEY FRAMING & BRACING DETAIL
Lumber Size and Grade•Minumum Requirements
GENERAL NOTES
Purlins required T-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'-O" 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
4 16d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(") 816d face -nails
Rafter to sleeper or blocking
5 16d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
4 16d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d 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
"'�' "" '" ""`� " ""h 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min, is required for cripples 5'-0" to 10'-0" Tony
nailed w/ 2 40d (0.148'W") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of cripple with led 10.128'W.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 NOS requiremen Mry
Nails are common wire nails unless noted otherwise. N,
_ (A) I (B)
AI (•")
--VARND43— READ D rnALL
L HarES aN TNIS MAVRYI •
samf'I MT® FUM UM mAvae M ALL CoRnZACMRS DICLUBM Tic INSTALLERS. .•. - d LL 20 30 40 54 REF VALLEY FRAMING
Trusses req.6- extreme core in fabrlcalbll, ho dlh g, shippMg, Installing and broclnp • Refer 1. = S. 1� .
Follow the latest edtlon of SCSI �tdaw Component Safety Infornatlon, by TPI and SBGA3 for aaf • • DL 10 20 7 7 DATE 10/01/14
pmctices prior to perfornkq these functlorm Installers shall provtde temporary bradng Pn' B as** STATE l!f i =
unless noted otherdse, top chord shall have properly attached structrral sheaWng nrd bottom 4qrshalt have n property attached rgld ceElnp Locations shown for perwonent lateral restrnhs of C DL O O O O DRWG VACNV180101$
Q rt � r� n � .halt mast d post instoerd per BCSI sections the
B7 or D t as oWk:.bte. Apply plates to rash fa . A
o lu(�\`' (I of truss and pW 16 as shownfor
above and on the Jolt D.taAs. raires noted ather.ke. ' •; A% •.�[�
Refer to drowYips 160A-Z for stanalord plate foams �. • ` • C LL 0 0 0 0
/1ti RW(l i Alpine, a dvislon of ITV Bowing Conponrnts Group Inc shalt not be respons6lr for drvbtbn from R
this dmwbW, any falure to bAtd the tr In confornonce with ANSI/M 1, or for man +g. shppbp, . s •'""'• �\ l�` TOT. LD.30 50 47 61
4xtollatlen 6 bracing of trusses.
A seat on efts dro.kp ar cover papr es"V this dra.ing, kw1mtes aoceptn ca of professlor,ol �ON/i` � {t`��
fa a� . .wee^ ' . the rriye for des... shown w`t'°s•" m r tiAe vTP�r i S-P a° ng npntnta� DUR. FAC. 1.25/1.15
Eafth City.
MO Drive //��
E2M Oily, M063065 For w'r k,Fornntlon see this Job's general molts ppnnr and these web last SvL /O 20/,�— SPACING SEE ABOVE
AL.PIIE� malpfneltr.coN TPL .w..tpkutorgl SBGY r...sbdndustryorgr IIX') m.tcsafro-p (/ L t