HomeMy WebLinkAboutTrussI
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i -A.
lid 14'-0' 1.16 4'-4" 21'-4'
39'-8'
Tlas ES A TR= PUICENDIT PLAN ITS IIRD® TO Am IN THE RISTALLATM OF TItt= ENtSREFAEa TRUSS MWOM AND MLFa7FTIUWS SIPERM[E THIS DOL11ETrf.
EM ES UI PENT LE ==AMON TRUSS EST6 _ SERAM PAa1 ATOAR a LA DWALAQON IE MMSM Ins MU.nS T ARaUITELTwL4 DE 2M4E IA IE UMMMA STPERM ESTE WMINDIM
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REFER TD EP
PACK FOR
00KNECTION.
r—a•
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
SHINGLE
PLUM
Reviewed for Code
Compliance
Universal Engineering
91 Sciences
�q a,Lj.lv`.c t Ati►a2. 'C'j
Ft- l.1 C-
P
D D aL V nR
:••
.,� 0
Total Truss Quantity = 60
Labeled End Mark
Upt�
General Notes
1) M patcW dad trumn. 11d bu= ad Ad
Irene Bra h4 d-d pwV* p*W w-
2) to �rpam KW6 tdm albrralw
told
3) M bm Wading Is 24' O.C. to I ctlmais
told
4) Ar Tn PAN i mft Bcs I nmtoKdatlm
prtmank X braA *mN be planed d a
taad u, tpaary 15 B.C. ano Bm Wm, m
ba repeated at a rt aknur l of 2V atttam aadt
X-11taa thraglatt BM dnle4
P k liar m Bcs 81 for arV add5wA 6odp
ROOF LOADING SCHEDUL
TCLL = 20 PSF
TCOL = 7 PSF
BCLL = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION 1.25 %
WIND SPD/TYPE= 100
BLDG EXPOSURE - C
USAGE - RESMENTIAL CAT 11
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Truss member design & connector plates
ate dente�edd for ASCE 7-16 and ma.imam
forces Gom both components, and claddings
and main wind force resisting systems.
• These Vs. haveecnr bevi—d to cam an
additional lOA psfnon-co nrrent bottom chord live
1.
FLOOR LOADING SCHEDU
TOLL ce PSF
TCDL ce PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL REACTIONB AND UPIXM
ARE MI011N ON ENGDOMRDiG
WALL KEY
® 0
LOAD% DESaWn0N INIr. GATE
Ma
wan. R6¢T Wr
7A
aa
to im
tvtvn
in
tov. tAT6a neat
wvim
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. R W.
WINTER HAVEN FLORIDA 33880
PHONEtc800) 959-8806
FAX, 1863) 294-2488
BUILDER D.R. RORTON STATEWIDE
PROJECTCHIMUME/13M
MODEL 1828/CALL/4EBB
CCA PROJ/MODEL/ALT
7A5/ 320/182ED,F
ALT DESC
OTC 9511 POTOILAC DR
LOT 15 BLOCK of
DESIGNER
RES
PAGE
1
3 31 17
i,f64602R
SPAT "=1'
I
r ENGINEERING PACKAGE
Builder: JDR HORTON / STATEWIDE
Project:
7A5/320 CREEKSIDE
Model/Building: 1182ED,F
Lot Alt:
Lot: Block:
Unit:
Address: r_�s
JobNumber: N334502
........................................._................................
Revision Date: New Load #:
Reviewed for Code
l iniv sal "'ance
Engineering
Sciences
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
\2
tl T J
r�.
(Z>
L' _._
CA
TM
ALPINE
March 13,20.19 AN * C6MPANY
W. Bob. Michaelis.
C.
-39QQ G-
Av Avenue e . , NbiihwW.
VVint6r Haven, FL 33880-6201
Re: Altqr.natiVeb. ihstdilations.,for 6 single ply � carried truss with a width less than the hanger width, :and
.
Ply
hieve full design: * tf6, wood.block ng to: 4qload'v4l'ue.forfo'cerfto.uhtdd.'hgnger' ttadhMi6rit.6
nao
supporting
upport n R .1M2).,.
i g girder. bfbh§n66 d6tal1 WA3
Qecjr.Bob,
F&ta. single ply carried truss with' 'a width le'st than the hanger. width you .can .install ..a.prefabricated jack
Scab truss: for wood.filler -bl6c;kihgi..The, chord: sites,;.chwd..gTqdes, and.Alpirie:.'t;biine!btbr.plafO(s) to
be the. same as the single: ply.carried truss. The prefabricated .j.dck;".s62ib truss- will have a..minimum jengtf of 4$1' and will have a. mJnjmqTpitc.h-:of Z/12.. The single ply. carried;truss ..a reaction of
tr, shaIll have
:.a
le0s. Attach prefabdc8t*6'd,jack:scab.truss. with: twQ. (2*%
rows of 0.128"X3:0"'G(in Nails at'..2'
O.C. pee roW. -sta'qeTeq. ,I"' See Figurej M&16W). Please refer tothd Simpson Strong'. Catalog 0J,
201:9, pqqq216 PigUre:'3"for,more information..
Figure -I
Fora single- plY.**,,gieder'that requires wood'blookino to,*adhiOveJUlI design load valuefor faqe=.mounte.d
'hangers -attach one wood. block t9.1.1he back -face of the single: ply -girder with th an q. same size. , d
grade -.as the bottom. bfibtd. Of the, single -ply girder. The.-Wo6d: block l6fto.th to be such that:the wood
blocking -extends to each adjacent panel Points (Webs . .and bottomchordintersections):: Attach wood
kdjqpen �
block rows of 0.
Nails at'O' per row,. staggefecl 3. 0" applied W. the
--128x3.Q Gun Nal. e
6760'Fiorurn Drive Sqite. 305, Orlando; PL. 328.21.,- (Ooo) .521-910.6 -,(863):4 2*2:786'85
-.www.aI*PI'neitw.,com
ALPINEklq aw comp�xy
single ply -girder face; With. an additional (20) 0128'x3. W-0 Nails each- pan6i p. inf applied -to'the.
Gun q
wood. bIo'6k-f;Ade{See Figure'-2 b.-e'lb.*).'Ple.as6refer tothd.'Si'mo.sbhStrong-Tie .:Catalog Crc.,20.19j
-page 216, RO.Lfre,l for thofe'. irif6ftnation.
. ............ ..... . ... .... . - ....... .. ........ .... .. .... .. . . . .. . . ... ..... ...... ....... ....... ......... ....... .......... ... .. ___ ... . .... .... ... ... ......... .. . . ........ ... ...
The -application of p'r6ftibddated jack scab truss for -wood filldeablocking of wood blocking to; achieve fUll.
design load Value for fac&-m.ount e'd haingqrs Must be approved b the. hardware mAnufactUrer..
... . ... . . . haangers � . Y.... hardware 1. . . manufacturer:
.. . .
All edge -and end : distances, and spAcinqfdr all nail cbnnectlbn$, md8t, be. sufficient
fficiont to proVdn't.splittirig of
If I can.be. of any fi4rther.assistance,-or if you have anyqLiestion.s, r)lease7g*!Me,-me acall.
aWilijar Ff. I<rlqk-.P.E.
'Chief Engineer -
.Alpine. an. ITW _.. -CompOnY-
Engineering T)epqrtment
Orlando, FL
6750 Forum -Drive. Suite 306*,;O"ria'n'd6,..FL.32821 -(800.Y521-9790 -(863) 422- . 8685
-W pineilfw�obrh
. W-WIA'. �. ...
V.A.
�1
ALPINE
&�UWCOMPANY
April 26;.:2019'
Mr. Bob Michaelis.
Carpeoter Coritradtors of Amerid4, Inc.
Avenu 0; Northwest
r. W
WinteP Hav6n, FL 33880-.6201:
Dear. Bob,.
.R6*. Stronobabk bridgiho'. on roof. trusses.
I understand`there is some concern over our teddrbiriiendati6ng f6rstrofigbdck bridging on io of4tru s'ses-.
n kbridging-for roof trusses is not.a.require.ment of:ANSkTPl 2014 nor is it
iro g�Ac arqquirementofthe
.But strongback. bridging or� roof- :trusses is
Building Component -Safety, InfOtmation .(8bSi), .8
by Carpenter QO#Oi#drt..Of of,. Amedda:. bridging he.:,follQ.wirlg tW.q._
_-5-tt N04�k d-mg. _;seMP5
functions:'
One, bridging aligns the -bottom -chords -after they: are. set so.. they are uniform. along the ceiling
un6 and .heips'with
T.woib(iqgingreducese6lativdd6fle.cfi"o''n.6fa'diade'ht-trUssdg:;
StrPrgback brid gi_ng..-d.oes not.Or6Vent or reduce -overall indiVidual d6flectlah, espe6ially any rooft�Usg6s,
Pf'qfing_Mgrg_ aq1/4! inch.
. ....... ____ ....... .. ..... ............ ... ....... .. ..
Sir.ongbac.k- bridging in roof. trusses doe's 'not serve As Ierhpbrary: oe permanent bracing .and is not
.intended to .distribute or share design loads, betWeeh tresses. ConsequentlY, no design loads have`
.been accounted ted for. With this detail and continuous- s'trohgba'ck.bHdgihO shdUld: hot:bd between -
common and girder trusses.. The use :of strongback bridging sh4tl. not. ".interfere with other, design
considerations as. specified .by the Erigih�e6(cif Record or the Building: Designer. .
Th& outer ends of strong4ack. bridging shall be, attg,ched.fo a wall
1.1 or anothor:secure end. restraint;
t- -or
ap.specified'.Py th6 Engineer o'f Rkotddr1hd Buildind.136sigher,
Str6fig*back- bridging shall. bia;a- minimum of'2Y6 noriiihal jum-b6t. oriented with the depth veftical'.. Attach
W1 Bd -common pails M. 162N15) nails at.. each intersecting - inembeir. When extending the
strdngbatk bridging overlap by at. a.minimum of two trusses. The jocatioq of. the. strorigb k bridging . ac : �
maybe: specified b.y',t.he-Tru*§s MahufAduter-,. Ehgihe&r'df'Redord,. or Building DeMpse., Please'' -refdrto-
_bCS! "Strongbacking'ProvWons ." or.'to Alpine:: detail for more information. The, graphic;
§hoWh -(FigUte, 1) is f6r,gen6ric:iiiustrdl'iv.&'purpose only.
67.60 F6rqm Drive:SVte 305, QdMdo, FL 328211- (800) 521-9790.- (863) 4228686
ALPINE�A".fflvrn..Aw
i -, --r U L- -L L- kAll . I :. '.) j
Fig"rej,
Ifi..can .bbofany fulihi§rassistance' or-ifyou have :any questions; please 'give. .me'acall.
Wilbiii,H.,Kdck- P.E.
Chief '.Epg i.heer
Wpirie an ITW.: *o ' CMpany
Enginqering"D*iltrn'efit
-Qtldnd-a, FL V8 21
. Forum Drive Sbi - te.396, Orlando;'FL 32821 -; (800).521-9.790 - (8153)-.422-L8685
W%w.':alpinejtW..cOrTi
S.TRONGBACK.BR'IDGING RECOMMENDATIONS
f' All scab -.on blocks shall:.b.e.:a minimum. -2x4
BUTT STRONSBACK
BR G NG TOGETHER 'stress graded :lumber;'
:lumber;'
str:ongback bridging .and bracing shall :be :a.
mfnlmum 2x6 '.stress graoied..luriber:'
4% � .The purpose of strop 'b.a.ck' :brld Ing .fs: to.
9 9, .
0� ATTACH SCAB. W4TH'10d:BWGUN.. develop load sharing between indly{dual trusses,:
4' -0' 2x6. d0128.'x3.D'> NAIL'S IN .2, Rdws: AT resulting In an bverall .Increase in, -the
SCAR' NOTE, IN LIEU..OF; SPLICING. AS SHOWO.N, i s-ilffnessr.,of the: floor system 2x6
LAP 'STRONGBACK:BRIBGING HENBERS' stl"ongbaCk be ldgingi .positioned• ;ds. sho.wn In
FOR:AT LEAST ONE -TRUSS PACING
STRONGBACK BRIDGING :SPLICE DETAIL i detalls, 'is recommended .a.t 10, =0', .o.c: .-(max:>
NOTEI Details ;1. and 2. arle the ;pr,pFerreCi' attaehr�ent MLA-thods Ys-:The -terms 'bridging' and 'b?,a* ing, 'are- sometimes
ATTACH STRONGHAm TO O mistakenly used(Interchangeably. 'Braclhg Is.:qn
WEB:1�/ C3) 10d.`COMHON Im ortant structural re quiremeht of an floor
C0,148'x3') NAILS 'OR' p' .. ,' .. y
..Wa iod :BoxiGUN or roof system, Refer to- the Truss. Design
zexao').. NAILS win TDD) fors "the; ,bracin' re uireMents for
O Dr.a. . g C. g q
each Iridlvldi[ol .truss component, 'Bridging;'
o particularly, 'strongbaCWzbridging' :Is a:
recomMendatIbh* for a =truss system to. help
con-tr..ol . Vlbratlorl, In: addition to' aiding.. in the:
distr.11bution of point loads bet*.e&6 adjacent
truss, •strangback bridging. serves to reduce
,'
bounce. or r..e:sldual vibration: resulting: from
moving point loads; _such as footsteps:
The performanceof 'all floor ystems are
enhanced by the. Iristallat(oh of :s+r66gback
bridging and Uheriefore :is. strongly recommended
by Alpine,
For additional infot^ria'tigri regarding str.ongback
bi^Idging,.• refer to ..BCSI :-(Building Component
Safety Information).
;\IU )SJId111 UIJKU
STRONG$gCK BRIDGING ATTACNM NT AL.TE'RNATIVES
�.. .3
n.YAfdiOiDni.Wm no nXL0V-AtL,wm W 7e ,'nmvm
FUDOSN TIQ51ra�rolc ,u.ux �NraACTn� n+culaDlc TIE axrAUJ as
,
•*' �' '-0
.. .
T LL: PSF
REF •STRONGBACK
.. rtasr:'r:q.Fr.eutr'twt'Carf.s,'foGrkate,o. far Wh �h�p�, ana� R.r:r:4o.ond
follow tee lattst Satan U301 md6v Conpon"t sert'ty InrornaYon, by TPI N,_rar "Zoll f
;r
TUS DL.. :PSF
DATE -W.Oi/14 ..
.
ppernp cticrs Prh''ta'pertr,iy..tl+rar rlirc4kruc IrutaLL.rs shall proYde 1 y'� p.�. 1aCSL 2.
win'ngltd athNr'tllf. _lop:ehcrd shop favt properly altaelvrd sgtrelural ahtatt�ry botton'.� tl
,tau Lave p proptrly attachedld nlhb �omtla v.ehom for pernaritrrt`:latfrot rtstrain4 or tet3
shod ►pYe a hsiolled stet6ry Wti 87 ➢10-bs�app0cablt Apply t0%tuh'fncC
:• N ;
, 0 70861.
e 1 '•
. r
• I
C EDL .
WG STRBRIBR1014:
D
�UJ�
ptr or plates
of ir.LLf: and as slam above afd.on the .foMft Drtols. lueii[[ss rated ether.l.t ...
�
• •LL.
�
-'
t� � ram' 1�—
RePfl:'�a *a�� Z;/ar standard plot paslUbr,s, i �'
.Awe» a.adtwn .r ITV'7�1�' tovorrnts'Qr a,y Inc.'slall:rot'tie're�Pansml.`fon ony; drv(a r:-
ilia datL p spy:1.9— is hid tM iruae•3� conrarraf cr::kh AHSr/IP41. or for tiara t W ,
.� T
�.:tA EJF rmInA!CWPAW
�� t.
.PSF
I'Q�j' D. PSF
hl16t10n L. Ix+neY+p Or.trw—x .•. :.. I' . :.. ..
A ar�'nrvs/r d&SVartkV tNs m: The QM us* o or Profs .4•'OI the d.silaMil shorn. �TM and uat o!. tf tLv
• A
�' .0 �!ttspanxM
y:of .DlA*C'dn%� pwA PTNLI:Sse2wi oewsat/r'm sman¢tix:e ete'snca,✓tS
pops
sbckM t+yorst IM ■"Jmareerp
..
.....
PACING.
t� v
- hhlfllli1ry0N1, tt .. ..
• A
V
P.L
E RIN
lf --0Nb,,TO!Ub Tidtf 'WF.TdfjTNG-- MORE
RUAR 6.00 A N15. TV BE fib LAC�, TnW.'srE%. SH011114a
Ea u I C-
ON HA'7-t#lAL..
.MAXIMUM
RIAL L-AEIQP,.:
NO , p-ove.
TO. NE' W Algol -
Or
Jp-
d sill
inm
% A
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or, web member.
This design Is valid onlyy for sin le 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, l
Contact the truss manufacturer for any repairs that do not .
comply with this detall,
(B) - Damaged area, 12' Max length of damaged section
(L) = Minimum malting distance on each side of damaged area (11)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Applyy one samb per face.
Minimum side member lengths) = (2)(L) + (B)
Scab member, length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' o.c., rows staggered;
Nall Into 2x6 members using three (3) rows at 41 oz., rows s mgger:ed,
L
Nall using 10d box or gun nails (0,1281x3', min) Into each side memberp.
The maximum permitted lumber, ggrade - For • use with this
detail Is limited to Visual grade ail and MSR grade 1650f.
This repair detail may be used for broken connector plate at i
mid -panel splices.
This repair detail may not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie -In loads.
S.
L —^ —f► L
s
�Typlcat
+ 0 + o + 0 + O
0 + 0 + 0 + 0 +
St2'
agger
+ = Back Face loci Box (0.128' x 3', min) Nallsl
o = Front Face 2x4 Member, - Doubte Row Staggerf
2x6 Member, - TrIp a Row. Stagoerei
Nail Spacing Detail
JAIS�MNFR_
AN 1T1N COMPANY
13389 LOaRonl Ddva I`or any
Eadh CRy, Mo 53045
taVA/PAqNQ+s ROAD AND MLDY ALL NOTES DN
vWW[ttTANTIa MUSH TIOS DRAVJNO TO ALL CONTRACTORS
Mernber-i Repair Detail
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Memberi
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12'
620#
635#
730#
8004
Web Only '
2x4
18'
975#
1055#
1295#
14150
Web or Chord
2x4
24
975#
1055#
1495# 1
1745#
Web or 136ord
2x6
1465#
1585#
2245#
2620#
Web .or Chord
2x4
30'
1910#
19600
2315#
2555#
Web or Chord
2x6
1 2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
24704
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
52254
5725#
Web or Chord
2x4
41 .
3460#
35404
4070#
4445#
1
ord
Web or Chord
2x6
5165#
5280#
6095#
6660#
=TAU.BRS.
ITV 11all Components Mo Inc, shall net be rtsponslble fora di
rr io bldltl the Muss M eon�ornanet whh ANSI/TPI f, orfor handD,
of or COVItfAni�qnD or lyyfo popt dws4 ihls draW HUblUty and Ut nn of dr&la
ty solrly for the Fr yn shorn. De mor per and ucr of L ratM
tM rnponrLAFty oP 'tt+e DJICMO Dalpntr per ANSLfft t Sret.
i InforNailon set this Job'r general notts pplo0t 64 ih#St web rlttsi
21tr,eani TP1i vve,tolnetorol SIM v+n,9bc1Mux"aroi I= vwvJeesafi
Nng L
LHlDlciounnee
SPACING
HlnhuN
L DFctnnce
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRDID14
24,0' trAx �S
BOARD
(2-Xi)
BEAK -EVERY THIRD,
RAFTERS
i NS
of 6-1.biid nitil QowgiM$.Ihfduglvgnoatning-into-punin wan a
. Y."k
itjvjs: jaw -Ihq40Ifi5.vdd9: obdItto -
c ris
-MaxIMuM irfio.An'tolif height; 3.0-feet
0-7,454,14p mphi-Whited, Cat
-of E-7-16, k80 Mph; 9ndWea, -Exp M,
mTrwi
=`wNIZ. MNI
I
mG�
I
9i
-VALLE4
kQ,-QV PLAN-
AMCWerfti
i,tds or th W 4'9- HIvIi
PI
-4i, Typt4A.L..
RA
.
i
eld&'6ftafter,
qf nails are
sicapors.are.not kqqo'.
n
•
grai widWa it-'vi& 6d,
bk. tw..
or P,�r*=
TR(IS'S
DER VALLEY -FRAMING
gf lusc..PLLsUp.OR RIDGE
��AFTER RIDGE+ t
.CRiP
+Crfp0Ieb,-40-01?'Idr-30 psf tTL)And -26 pgf (.TDj MBic
each rowswron§ frilm
c-oqh"4iitf6.n ft4quIrement'Not"
-1.
4 16d'tdi-i
3.
Lf a#'-3b
40 54
er, P Nitt v-
DATA'
AX 10/q�j
&
TC I'M 11�
0 2.
Z7
0RW.0 vi!p
"TAtt 60
j1c a 0
-0- 0 0
BC. LI, 0
'TdT
.0 0. 0
R
LD.3050
4-7 F31
ABon
Face -Mount Hangers - I -Joists, Glulam and SCL eat
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
Ik
0
0
FM
= Joisf
NlodeG,==
Size,
.:., �" y :'No
IUS2.56/16
21/2 x 16
MIU2.56/16
U314
HU316 / HUC316
nu3 m) nu1
21h x 20 MIU2.56/20
to 26, VIIUL-JVlLV '-
29A6 x 91/4
to 26
MIU3.12/9
3 x 91/z
• -
25/e
16
2
Min.
(14)0.148x3
-
70
1,660
1,805
1,805
1,425
1,555
1,JJJ
Max.
(16) 0.148 x 3
-
70
1,815
1,805
1,805
' 555
' 555
11555
• -
29/,6
1516
21/z
-
(24) 0.162 x 31/z
(2) 0.148 x 11/z
230
3,455
3,920
4,045
2,970
3,370
3,480
• ✓
29ti6
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-A6
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,
- w129h6
.. i77hc
2?/z;
-
; (26) 0162 x 31/z
j2} 0148 x 1?h ,'
°`230
3,745",4,,045
4 045
3220
3,480
3,480;
LA
✓
29A6:
' ;14%a
21h,
°-
(20) 0.162 x 3?/z."-
" {8),0:148 x 1
151"5,
`2;975j
3,360
3,610
2;565.2;895;(
3,110
• -
193N
21/z
-
(28) 0.162 x 31/z
(2) 0.148 x 11/z
230
4,030
4,060
4,060
3,465
3,495
3,495
• ✓ .'!21h
#'19346,
-
' (28) 0162 x 31Iz
(2) 0.148 x 11/z "
230
4,030
4 060
4 060
3,465
3,495
3,495'
2%," wide joists use the same hangers as 21h" wide joists and have the same bads.
HUZiO Z/HUC21D L. v V S't 0'716 L%2 IV-9A. ' k'U) V.IUL A,V L ' k.v) V."U A V u LjVUV V,VLV V VUI,LdJVJ`L,VVJ L,VVV IBC,
_ . ... BG
MIU3.12/11 • - 31/6 111/6 21/z 1 - 1 (20) 0.162 x 31h (2) 0.148 x 11/z 230 2,880 1 3,135 13,135 1 2,475 2.695 2,695 FL,
i9U212=2111UC212=2 " '- ✓" 1-31/e - IOM9 "' 1 7%z-YMaX = (22)-0:162 x 31/1' 1 (10) 0.148 x 3 -1 1,71. 5 3;275 3;695Y}31970 820" 3,180 13,425 1-LA
HU3.25/12 / HUG125
HU3.25/16 / ,
HUC3 25116
31/aglulam.;..H000210-2-SDS ;
''"HGUS3.25/10 =
HGUS3.25/12
31h x 51/4 HHUS46
HGUS46
"HUS48 :.
31hx7t/4 'HHUS48�1"
HGUS48
IUS3.56/9.5
MIU3.56/9
U410
HUS410
HHUS410
31/z x 91/z HU410/HUC410
HUCQ410-SDS
HGUS410
LGU3.63-SDS
MGU3.63-SDS
AUS3.56/11.88
MIU3.56/11
':U414
HHUS410',
HUS412 .`
• ;.
.
Maz.
(26) 0.162 x 3?h
(12)'0148 x 3 ,.
-,tuc
3 870
4 365
4 695`
3;330
3.755
'4
•
"" 9
-,3-{12)'1/4%,21/z'SDS
(%,'1 SDS:
2,xS
1:
1 ,
?b
?335{
FL3'/4
• '
)' 31/4
. . 85/8 "
4
-"-
(46) 0.162'x 31/z
(S6) 0.162 x 3 /h
4,095:
9,100,
9,100�
9100
7,$1. 25
i, 7,825
°7,825
IBC,
3'/4
- 105/a
4 -
-
, (56)',W 6'2 x 31h '
: (20) 0162 x 31h"'
5,040`
9,900.
9;4bb
9,406
8,085
& Q8' 5'
$,OM''
FL
31/a°
84030
41h-
-,
.
.{16)1/a.x21/z"SDS
(12)?/a'•x21/i"SQ$
5,555
6720
„ .
r31q
7,31bj4,840
5:269
7,�E.x
•
-
35/e
5Ya
3
-
(14) 0.162 x 31h
(6) 0.162 x 31/z
11,320
2,785
3,155
3,405
2,395
2,715
2,930
• •
-
35/a
0.
4
-
(20) 0.162 x 31/z
(8) 0.162 x 31/z
12,155
4,360
4,885
5,230
3.750
4,200
4,500
• -
3%
91h
2
1 -
1 (10) 0.148 x 3
-
70
1,185
11,34511,455
1,020
11,160
11,250
•
-
31/16
811A6
21/z
-
1 (16) 0.162 x 31h
(2) 0.148 x 11/z
210
2,305
2,615
12,820
1,980
2,245
2,425
• •
• ✓
31A6
8%
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,965
2,120
•
-
39A6
815/i6
2
-
(8) 0.162 x 31h
(8) 0.162 x 31h
2,990
2,125
2,420
2,615
1,820
2,070
12,240
•
-
35/a
9
3
-
(30) 0.162 x 31h
(10) 0.162 x 31/z
3,565
5,635
6,380
6,445
4,845
5,486
5,545
•
✓
39A6
85/e
21/2
-
(36) 0.162 x 31h
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
6,415
16,415
16,4151
•
-
ON
1 9
3
-
(12)114" x 21/2" SDS
(6)1/4" x 21/z" SDS
2,265
4,500
4:500
4:500
3,240
3,240
3,240
•
-
35/a
91f16
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
•
-
Ns8
to 30
41/2
-
(16)1/4" x 21/z" SDS
(12)1/4" x 21/z" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
•
-
35/a
91/4 to 30
41/z
-
(24)1/4" x 21/z" SDS
(16)1/4" x 21/z" SDS
7,260
9,450
9,450
9,450
6,805
j 6,805
1 6,805
0
z
z
a
0
0
c�
z
0
U3
z
0
U)
m
0
m
N
U
U
46
See footnotes on p.150.
Simpson Strong -Ties Wood Construction Connectors SIMPSON
.',
Adjustable . •'
tG`�R�O This product is preferable to similar connectors because
a W ° of (a) easier installation, (b) higher loads, (c) lower installed
�j cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustabirity 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
N Finish: Galvanized. Some products available in ZMAX® coating.
C See Corrosion Information, pp.13-15.
v Installation:
a)
• Use all specified fasteners; see General Notes.
C The following installation methods may be used:
Ci
N Top -Flange Installation — The straps must be field formed
iover the header — see table for minimum top -flange requirements.
F- Install top and face nails according to the table. Top nails shall
d not be within 1/4" from the edge of the top -flange members. For
0 the--RIA29; nails used-,,joist•attachment must be 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
35/s" (except THA413) and larger, with no load reduction —
order THAC hanger.
'bodes: See p.12 for Code Reference Key Chart
131C for
THAC422
for
122-2
t2s-2
WAAW
THAC422
typical
for THA422-2
THA426-2
THA418
2F�° `I
r C
h � '
THA29
Double 4x2— 2 face nails
Use full table value (total)
Single 4x2 — 1. 4 top nails
Face nails To nails Seef,, (totaq
P nailer table
per table pertable
'" Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of headE
® Double -Shear
Double- Dome Double -Shear
Nailing
Shear Nailing Side View
Side
Nailing i View; Do not (Available on
Top View bend tab some models)
� Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
iypluar r mica
Top Flange Installation
er to
tnote 5
p.187
86
i
4:
Simpson Strong-TieO Wood Construction Connectors
s •i
TH HAC
........................................................ _... _............ _..... _..... _.............._................ _.................................. _.... _.............................. ............... .......... _... ... __._... __... _.......................... _.................................................................... _._.................. _................................................................................
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
A
a
f M1
1 Yz — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 1,750 450 1,330 1,330 1,330
THA29 18 15/a 9"fie 5'/a
27/is — (4) 0.148 x 3 1 (6) 0.148 x 3 1 (4) 0.148 x 3 1 525 1 2,610 2.6102,610 1 450 11,985 1 1,985 1 1,985
THA218 1181 15/e 17,1As 5'/z 1 2 1 1 (4) 0148 x 3 1 (2) 0.148 x 3 (4) 0.148 x 1'/z — 11A60011:4601 1,460 1 1 1,110 1 ,110 1 1,110
IBC,
THA218-2 16 3'/s ,171hs " 8 2 (4) (}.162 x 3?% '(2} 0162 x 3'h (6} (1148 x 3 ,F 3.,wa'S 1 a5> 1,71v - 1=49G 1,51a1 15- FL,
_ u._. ..�..A:
LA
THA222-2 16 1 3'/e 22Y%J 8 1 2 1- (4) 0.162 x 3'/z (2) 0.162 x 3'/z (6)0.148x3 1 11;960 1 1.995 1 1,995 1— 1:490 1,515 1 1,515
THA418
16
35/e.
17'/z
77/a
2
1—
(4) 0.162 x 3'h
(2) 0.162 x 3'/z
(6) 0.148 x 3
11,960
1:995
1,995
1—
1:490
1,515
1,515
1HA422'�
116
3s/s
`22
VA
" '2 :
(4)0;162x.3�h;(2}0162"X3'h
;(6)0148k3
i, xi3
1
't�lq
49U
1t5Yz
151 '.,
THA426
14
35/a
26
77/a
2
—
(4) 0.162 x 31h
(4) 0.162 x 3'/z
(6) 0.162 x 3'/z
—
2,435
2,435
2,435
—
2,095
2,095
2,095
THA422 2'
y 4
;7.'1a''
22'tis
9?/4
2 ° °,
(4).17.162 x,3?h
(4)" 0.162 x 3'h
(6) 0.162 x 31h
',
3;330
3,330"
; 3 330
:1
2 865'
2,865
2 865 `,)
FL
THA426-2
14
7'/4
I26'tis
+:
93/4
2
—
(4) 0.162 x 31h
(4) 0.162 x 3'/z
(6) 0.162 x 31h
.:
—
3,330
13,330
3,330
—
2,865
2,865
r_..
I 2,865 .l
THA29 1 18 1 1 % 19"/,s 1 5'/a 1 - 19"Ali I — I (16)0.148x3 I (4)0.148x3 1 525 12,26512,2651 2,265.1 450 1 1950 1 1950 1 1950
THA218
18
1 v%
173Asl
5'/z1
17Y6 1
(18) 0.148 x 3
1 (4) 0.148 x 3
855 1
2,450
2,450 1
2,450
735
12105
12105
2105
THA218-2
16
3'%a
1�'3/is"
8 ;
` —
14'hs
�.—
(22} 0.162'x 3'Iz
(6) 0:162;x 3'h
1 855
3;3 ((
� 310
s � �.
1595
2;£ ",
� 84
� d45;."'
IBC,
THA222-2
16
3'/a
22-6
8
—
.
14'tis
" ..
—
..
�
(22) 0.162 x 3'/z
(6) 0.162 x 31h
1,855
3:310
0,310
3,30
�
1,595
2:8 5
2,845
_ �
2,845
FL
LA
THA413 '
18
, 3s/a'
13slis
..4'%z",
133h
(1,4) 0.148'x 3
(4} 0'�48 x 3
" 8 va
1,0 5
I,34t1
' # ti.
; J
fji)
2 Q 0
2105
THA418
16
3%
17'/z
77/a
—
141N
—
(22) 0.162 x 31/z
(6) 0.162 x 31/z
1,855
3:310
3,310
3,310
1595
2:845
2,845
2,845
THA426 114 1 35/a 1 26 1 77/a I — 116'tis I — 1(30) 0.162 x 3'/z1(6) 0.162 x 3'/z(1,85514,415 14,4801 4,480 11,59513,79513,8551 3,855
THA426-2 114 1 71A I26'/sl 93/4 I — I 18 I — I(38) 0.162 x 3'/zl(6) 0.162 x 3'/zl 1,855 15,520 15,520 I 5,520 11,595 14.745 14,745 I 4,745
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
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 1'h" 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 11h" nails- in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
S. 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 bads.
6. Refer to installation instructions regarding fastener installation into carried aoist) 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.
II=1
LUS/MUS/HUS/HHUS/HGUS
. ................... _............................... _............ __.......... _..... _.... _.._.-... ---..... _............ _.......... _....._....- ............. ... ----._...--...-............................................... _.................. _... .._....._.--..__............ _..... _......................................... .............. _...... _.
Face=Mount Joist -Hangers
��`�EERFp This product is preferable to similar connectors because
�+ of a) easier Installation, b) higher loads, c) lower
?> installed cost or a combination of these features.
b ao
The doubla-shear hanger series, railaing from the light -capacity
LJS 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.
-- �' 1�7ot desigheij for'w`e7dea'or nai e 2ppTcatio"ris: M" "_ . _._ ,....
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
A Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
•
1 °for 2x's
t'tifi'for4xs i
a
O:. H
LUS28
10( HHUS210-2
MUS28
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
4
LUS/M US/H US/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
ModelHeel
No.
MIn.bimensions
-
"eight
Ga
in.
Fasteners
W
H
g
-
Carrying " Canned
Member " "Member
Single 2x Sizes
LUS24
2%
18''
1 Ai
194i6
? 31/a
43/4"
13/4�
.13a
1 .(4) 0148 x 3 `'
'(4}Oi48x3�,=
(2) 0:148 x 3 "
(4)0.148X3�
LUS26i.
-4y4
MUS26
41A6
18
1 9/16
5346
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
4-A6
16
1 %
53/8
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
HGUS26,
40A'6"
`12 :
r1$/e"
` 53/e
"'"5 -"„(20)
162z314iE
' (8)0,162'0'h'
IUS28 *
43A6
18 r
";1 SA6 .
,6% `
' 13'4'
(6)0148 x 3 ^v
j (4);0.148 x 2-,, "
MUS28
61A6
18
1 B/16
61346
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
16/e
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
HGUS28
6'A6
12
16/a
71/6
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
W8210'""
41/�'"..
18
' 1 9M6"
713'ia -
1-Y4 -
- (8) 0148,x 3:' ='
*': (4) 0.148 x 3 . E
HUS210
j 83/8
•16
;,11a
9-
'3
(30)0.162X3?Ii
=(:10}0.1.62x31Jz'
HGUS21, 0
; 8 ff e `
12 -
15%, .:
:*A .
5' , ,
(46)-0�162,X31fz
(16),0162 x 314
V1. See table bebw for allowable loads.
Model
IgThese products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
E wfth Strong -Drives SD Connector screws.
See pp. 335-337 for more information.
- -Single 2z Sizes ......_._.. _,..--...,_:._•-,:._: _-._....- ... .-
Rye
LUS24%n
43
. _610, '
"'766 1"
'820 '
1;045.
, 35 ,d
,'"725.
,E 825: 1.;890
,
'3,T1«,
'%30' ""
-4�5.,,;
LUS26
1,165
865
990
1,070
1,355
1,165
935
1:070
1,150
1,475
865
635
725
1 785
1,000
IBC, FL,
MUS26
93� -",
."7,295,
:1,480r
,1,560
1;560 .
93,',. ".
"1,405
1-1,566
', 1 S 0
1 `6t7,
,; tslu '
; '955..
",1,
LA
HUS26
1,320
2,735
3,095
3,235
3.235
1.320
2,960
3:280
3 280
3,280
1,150
2,350
2,660
2,780
2,780
HGUS26
875
," -
"° 4;3,40 _
4;85D="
5,170,;,
5,390 ;
- 815 _
` 4 690
,220 .
;5,390;
5 390"
.780
.3�225,
3,61Q"-,
.3970
3,985' -
IBC, FL
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865
810
925
1,000
11270
MUS28: "
1; 20
';1;736"
°,1;975"
':2,125'
"2,255 '
1,32
1875 ,
° 2,135
'. 2255
2.255
'1 to "'
1,270`
"" 1;455
",1;575
1>? 5,.
IBC, FL,
LA
HUS28
1,760
4,095
4,095
4,095
47095
1,760
4,095
1 4.095
4095
4,095
1,480
3,520
3,520
3,520
3,520
,.HGUS2$
f,656
727
°7,275
7,275,
7,275
.
:
,
3,,
4;25Q,;
IBC, F5L
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
IBC, FL,
., HUS210
2_j3,35
5,450:.
.5,795
5,830,
.1,8n"
.2,635 "
`' S,395 "
.'5,780 :
:a 830.
5 � �0.
�;22�
._,33»1
2 �6S
'.2,535
2,825', ,
LA
HGUS210
2,09(1
9,100
9,i{i0
<?,1G(?
9,i00
2,i19i)
9,s00
91:000
9,1-00
9,10t7
5'S
6,30
6,730
6730
6.730
6',C,=L
1. For dimensions and fastener information, see table above. See table footnotes on p. 195,
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download& �E
is 0.65 of the table load `
• • Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. Acute
• The joist must be bevel -cut to allow for double shear nailing F. side
HGUS- Skewed Seat
. HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: p�
HGUS Seat Width Joist Down Load Uplift Specify angle
W < 2" Square cut 0.62 of table load 0.46 of table load Top View HHUS Hanger
W < 2" Bevel cut 0.72 of table load 0.46 of table load Skewed Right
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load Qoist must be bevel cut)
2" < W < 6" Square cut 0.46 of table load 0.41 of table load All joist nails installed the
outside angle (non -acute
side).
W > 6" Bevel cut 0.85 of table load 0.41 of table load
94
LUS/MUS/HUS/HHUS/HGUS
SS
SS"
A4
These products are available with For stainless - Many of these products are approved for installation
additional corrosion protection. steel fasteners, t with Strong -Drive® SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Model "Code
Min.
Dimensions (in.)
Fasteners (in.)
DF/SPrRllowable`Loads "
SPF/HF Allowable Loads
Heel
Height;
Ga.
W
H
g
Carrying
Carried
Member
Uplift
(160)
[F6or:�'Snow
(100j;'(115)"
•:Roof�'111601
;(125)
Wind
.
.Uplift
`(160)
Floor
(100)
Snow
(115)
Roof
"(125)
Wind
"(160)
'RMember
Double 2x Sizes
LUS24-Z
21j4
18
3'/a
3'A
2
(4) 0.162 x 3'/z
(2)-0.162x 3'/x"
" 414
".800-
' 905-,
: 080
1,245•
355,1
690.
780,
845
1,076
WS26-2
06 "
18
31/a
47/9
2
(4)10.162, x 31/z
(4) 0.162 -x 31/2'
1i0- 633n
1,0304
1,170
1;265
1,595
910
-885
1,005,
1,090
1,370,
HHUS26-2
45A6
14
35A6
53/a
3
(14) 0.162 x 31/z
(6) 0.162 x 31h
1,320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26-2
4%
12
35A6
57A6
4
(20) 0.162 x 31/z
(8) 0.162 x 31/z
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
LUS282
49A6„,
18
31/8
7
2
(6)0.162x31k
(4)0.162x31/2
11060,
1'315;
1,490
A,610'
2,030
910
1,130
1,280;
1,385
1,745
IBC, FL,
HHUS28 2
69A6
14
35A.
71/4
3
(22) 0.162 x 31/z.
(8),0.162 x 31/z
1,760
-"4;265
4,810"
5,155.
5,980
1,515-
3,670
4,135
4,435
;5,145
LA
HGUS28-2 ,
69/6-1
12
3%
7316
4
(36) 0.162 x 31/z°,
. (12) 0"162'x3'lz
3,235
746G,
7,460
7,460
7,460
'2;780`
6,415
6,415
6,415"
6,415`;
LUS210-2
67AG
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
83A
14
35A6
87/a
3
(30) 0.162 x 31h
(10) 0.162 x 31/z
3,550
5,705
6,435
6,485
6,485
3,335
4,905
5,340
5;060
5,190
HGUS210-2
89Aa
12
35A6
93A6
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
7,460
7,825
7,825
7,825
Triple 2x Sizes
HGUS26 3,: � j-.
4' c`"-'="12"
475iis'
S1h "
' 4
(20)"0!162 X 31/z,
, (8)"0.162 x 3'hs
2,155
r4,340y
4 850
15,170,
5,575
'1,855'
1,730
4170
`4;445
4,795
IBC, FL,
HGUS28 3, `
673ii6
";12"
415fs
7'/a
4
(36) 0162 x 311z'
`(12) 0.162.x 31h
3,235
7480
7,460
:7,460"
-7,4fi0
2,780
6,415
"6,415
6,475
6;475
_.
LA
HHUS210-3
8%
14
411A6
87/a
3
(30) 0.162 x 3'/2
(10) 0.162 x 3'h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
1 FL
HGUS210-3
813A6
12
415A6
91/4
4
(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
`HGU8212=3`"
'IJ
12
41§116
103/4'
"'4'
(55)0:162 x3'/z
'(20)•0.`162xai,' z",
;5,fa
9,04a
P,045
"w:045
9,04
' 303;
r,,2ii
'T , L'u
7:IOu
=7,780,
IBC,.FL,
LA
HGUS214-3 -
°" 125A
: �12 "
415A6
123/4
' 4
(66) 0,162 x 31h
(22) 0.162x 3'h
.5,695
10125
10;125
10,125
10,125
4,900"
8,190
8,190
8,190
"8,190'
Quadruple 2x Sizes
HGUS26-4,
S1z,
:12
6-A6
5346
` 4 _"(20)'0.162
x3'h
8) 0.162 x 3'h
2;155
4,340
4,850'
5,170
1,5,575
1;855
3,730
1 4,170,
,4,44S"
4,795
IBC, FL,
HGUS28-4
71/4
12
69AG
73AG
4
(36) 0.162 x 31h
(12) 0.162 x 31/z
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LA
HHUS210-4
83/s
14
6'/a
87A
3
(30) 0.162 x 31h
(10) 0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
..HGUS210-4' '
" 91/4
12
69AG
93AG
4
(46) 0.162 x 31/2
(16) 0.162 x 3'A
4,095;
9;100
9,100'
'9;100
9,100
3,520'
7,825
7,825
7,825
1,828
HGUS212-4
" 105/V
12
69A6
105/s
4 `
(56)-0.162 x 31h.
(20)'0:162 X 31/z
.5,6�5'%04'5?
9 045'
��
" t045
9;0,5
4900
'780
7,780
7,78Q
7,7K'
IBC FL,
LA
HGUS214 4-
125/a
12
69/1c
125/s
4
(66) 0.162 x 31h
(22) 0.162 x 31/z
1 51695
10,125
10,12'5
10,125
10,125
4.900
8,710
8.,710
8171 Q
8,710:
4x Sizes
LUS46',
44 '"
18
39A6
43/4
2
(4) 0.162 x 31/z "
: (4) 0.162'x 31h
1,066,
1;030
1,17,0E
:1,265
1,595
' 910 '
885 "
1,005,
1,090
-1370
IBC, FL
HGUS46
47AG `
12
35/a,
Or,
4
(20) OA62 x 31/z
(8) 0.162 x 81h-
2,155
A340'
4,850
'5170
5 575
11,855
3,730
4,170
4,445
4,7951
'HHUS46'
` 4 i6 7'
14 "
35A
5316
m3
(14)'0.162x31h
. (6) 0.162x31h
= 20
283Q
3190
3;415
4,250
1,13 :
2,435
'2,745
2,935
3,655'
LUS48
43/a
18
39AG
63/4
2
(6) 0.162 x 31h
(4) 0.162 x 31h
1,060
1,315
1,490
1,610 12,030
910 1
1,130
1,280
1,385
1,745
IBC, FL,
HUS48
6'/a
14
39/16
7
2
(6) 0.162 x 31h
(6) 0.162 x 31h
1,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
61h
14
35h
71/8
3
(22) 0.162 x 31/z
(8) 0.162 x 31h
1;, 60
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
6346
12
35/a
7'A6
4
(36) 0.162 x 31/z
(12) 0.162 x 3'h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LUS410 .;
". 61A4 '
118
39AG
83/4
-2
(8) 0.162 x 31h
(6) 0.162-x 311z"
,445"
1,830°,
.2,075,'2,245
2,830
1,245
' 1,575
1785
1,930
2;435
HHUS410' '
" 83/e
14
3Na
9'
3
(30)"6,162 x 31h'
(10) 0.162�x 31h
,aa0
5705`
6,435
"0,485
6,48`,
3,265,
4,905
5,535
5 51 35
50/5'
HGUS410 "", "
" MA6 "-
.12
35/a
"91A6
" 4
(46) 0.162 x31h'
(16) 0.162-`x 31h
4;095
9100�'
9100
;9;160
9,100
_.
3,520,
7,825
-7,825
7,825
7,825
IBC FL,
LA
HGUS412
107A6
12
35/a
107A6
4
(56) 0.162 x 31h
(20) 0.162 x 3'/z
5,695
9,045
9,045
9,045
9;045
4:900
7,180
-7 780
7,'r 80
7,780
HGUS414 1
11346 1
12 1
35/a
127A6
4 1
(66) 0.162 x 31h
(22) 0.162 x 31h
15,695 110,125
10,125
10,125
10,125
4,900 1
8,190
8,190
8,190
8,190
Double 4x Sizes
WGUSZ37/10
" 8%
-12
7%
89A6
4
(46) 0.162 x 31/z
(16) 6.162 x 311z"
3,430
Hb0
9 095
,9;095
9,095
2,950
7,820
.7,820
7,820
.7,820".
HGUS7.37/12
'107Ae
-12
73/8 ,
109/e
4
(56),Oi162 x 31h
{20) 0,162,1 31h
3 835
`9,295
9,295
9,295'':9,295
3,300
7,995
7;995
>7,995
'7,995
FL
HGUSZ37/14 ,
117Ae'',
12
`73/e
a12Vi6
1
(66) 0.162 x 31/z
(22) 0.162 x 31h
5,080
10;50010,50010,500
10;500
4,370'
9,630'
,9;030
9,030
9,030
1. Upft bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table bads. For lass 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 ANSUI-PI 1-2014. Simpson Strong -Tie® Connector Selector" software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
•
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/a°. Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/V per ASTM D1761 and D7147). See technical
bulletin T C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
rn
L
_ Finish: Galvanized
.1
Installation:
0
C
• Use all specified fasteners; see General Notes
• Can be installed filling round holes only, or filling
V
. round and triangle holes for maximum values
N
• See alternate installation for applications
i
using the HTU26 on a 2x4 carrying member or
E..
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
G
�
Options:.._._
n.
HTU may be skewed up to 671/29. 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
Typical HTU26
Minimum Nailing
Installation
HTU26
"7a `inaz.'gap between end of" "
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
EMMany of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Standard Allowable Loads (1/8" Maximum Hanger Gap)
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
in Dlmensjons (in.) Fasteners(m) DFISP Allowable,L' " SPF/HF Allowable Loads
Model Code
Heel•
No _ Carrying Carne`d Upl11f "Floor Snow {'Roof 1Njnd, Uplift. Floor Snow RoofWmd `Ref
Height . W H 8r . ', ..netio nnomtior P 'iaFnti jinniA-on 1 riggv han%._ men1 r♦nnt - 11,1m rOR1 jam
2x Sizes
Ji1I ULQ kMdA:J=.
072=
178,
1 0:/16,
1,372:"i
AeU) YJ04 X3 72t
14U) V.IwO,X 172
1,.733' '4,uw
1 ',0,04kl
1.1100y
"i'UIV
4'aav
IBC
HTU28 (Min.)
37/a
15/8
71/16
31/2
(26) 0.162 x 31/2
(14) 0.148 x 11/2
1,235 3,820
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/a
71/16
31/2
`(26) 0.162 x 31/2(26)
0.148 x 11/2
2,020 3,820
4,315
4,655
5,435
1,735
3,285
.i,710
4,0G5
4,675
LA
HT11210•(Min)
37/a ,
15/s
9 f6
31/z
i. (32) 0.162 x 31h'
l' (14).0.148.x f?/2
'],330 3UfitY
4,3 ',
➢ ,3f7}
, (,
, ;1,145
.235'
3,225
;: 225
-3.225
HTU210 (Max:)
0/4''-
7 5/s "
9%
'31h,
'e(32) 0.162 x 3ih];-{32)
0148 x:11h
, 3;315 4,705`-
(i
z' (
5 995"
;2,850
4 045;.,
,okay L
.4 43ut?
5,155
Double 2x Sizes
HTU26-2 (Min;)'
37/s'.
35lta;
5 h6
31(z
`_ (20} 0.162,x,31/z
(j4) 014$ x3
HTU26-2 (Max.}
51/2:'
35/i6.
87iia
31h
(20),0.162 x 31h`
• (20) 0.148 x 3 <
2,175
1 2,940'
, 3,320-
.3,a80
'4;4813
1,816
'4,530
30080.
, 3;8515,
HTU28-2 (Min.)
37/a
35/16
7Yts
31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
1,530
3,820
4,310
4,310
4,310
1,315
2,865
3,235
3,235
3,235
IBC,
HTU28-2 (Max.)
71/4
35/i6
71Ar
31/2
(26) 0.162 x 31/2
(26) 0.148 x 3
3,485
3,820
4,315
4.655
5:825
2,995
3,285
a,`' for'
4 15
° 5 tg (tj
LA
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between Ye° 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 Selector" software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h° nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
96
Simpson Strong -Tie® Wood Construction Connectors
SIMPSON
4
U
z
z
a
0
0
U
w
F7
0
Z
0
U)
z
0
a
Z
U)
rn
0
N
0,
rn
0
0
0
Face -Mount Truss Hanger (cont.)
t Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
'
Mrn.
Fasteners (m }
DF/SP Allowable
Loads
SPFIHF Allowable Loads-�
Model
'Heel
i.Minimum
%Codes
No
Height
l carrying
Carrying
Carried
Uplift
Floor
Snow
Roof
Wind
Uplift
Floor i Snow'
i
Roof'
"
Wmd
Ref -
(in)
_
Member
Member.'
(160) ; (100)
; (115)
(125) -
(16,A}
(160)
�100}"� (115)= r
(125�
(160)
HTU26 (Min.)
37/s
(2) 2x4
(10) 0.162 x 31/2
(14) 0.148 x 11/2
925
1,470
1,660
1,790
1,875
795
1,265
1,430
1,540
1,645
HTU26 (Max.)
51/2
(2) 2x4
(10) 0.162 x 31/2
(20) 0.148 x 11/2
1,240
1,470
1,660
1,790
2,220
1065
1,265
1,430
5'1'0
1,910
IBC,
rx=2u
i'_
FL, LAi
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)
Single 2x Sizes
- -- - - - - - IBC,
HTU28 (Min.) 37/a 1 a/e 71/ia 31/2 (26) 0.162 x 31/2 (14) 0.148 x 11/2 11110 3,770 1 3,770 3,770 3,7�1695
2,825 2,825 2,825 2,825 FL,
LA
HTU28 (Max.) 71/< 15/s 71Ae 31/2 (26) 0.162 x 31/2(26) 0.148 x 11/21,920 3,820 4,315 4:655 5,02,865 3,235 3,4::0 3,765
_.91/4'
Double 2x Sizes
HTU28-2 (Min.) 37/a 31 `is 71'As 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 1 2,985 2,985 12,985 1 IBC,
FL,
HTU28-2 (Max.) 71/a 3,1/a 7'A,, 31/2 (26) 0.162 x 31/2 (26) 0.148 x 3 13,035 3,820 -1,315 4,655 5.520 2,610 2,865 13,235 3,490 1 4'4on 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 1/a° and W, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSI/TPI 1-2014. Simpson Strong -Tie® Connector SelectorO software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
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 25/5" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an 'X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 1W x 2'b` Titen 2
screws (Model TTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E111P sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
nstallation:.
• 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/is"-diameter hole to the specified embedment
depth plus'/2".
• Altemativety, drill the 3/ie"-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
Y11a" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/3" is required as shown in Figure 1 for full uplift lad.
• Where no uplift load is required, a minimum end distance
of 11/2" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
1 Ye
etl9e dim!.
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
z
23
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
i
A
N
�y
1
Model °
No:
Fasteners:
`(in.)°°GFCMU
AllowableLodds'(DF/SP) ",,
Codes`
Concrete
Standard
°GFCMU
Tit'en41 2
Concrete
Titen° 2
";
Uplift ,
(160)
Down
," (100/125)
Uplift
(160)
Down
(1001125)
Ref.;:
HU26
HU26X
(4)1/4 x 23/4
(4) 114 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
HU28"
HU28X' -
(6)114 x 2314
(6)1/4 0 3/4
(4) 0.148 x 11h
t, °="°545 �
1,500'
760 •
2,400 '°
HU24-2
HUC24-2
(4) 1/4 x 23/4
(4)114 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26-2 (Min.)"
HUC26 2
(8) 1h x 23/4 .
(8)' Y<x 13/4
; `(4) 0.148 ( 3
760
, 2,000 -
760
3,200 '
.HU26=2 (Max.) ".
; 'HUC26 2'
(12) -'/a x 23/a
,(12)114x ,3/4"
(6) 0:148 x,3
" 1135
3,000
1,135
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
7
1 3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)114 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU28 '2 (Mm) ; , :,
HUC28 2 (Min) ""
{10J'/4 x 2�i
° (10) ^/a X'13/a . °
°,(4) 0.148 x 3
760W°'-
HU28 2 {Max) ;,
HUC28 2 {Max.} "
(14) Ya x 23%4
; (14)1/4 x 13/4
{6) 0148 x 3
1135
3,500 '
i 135
4 920 " -.
HU210
HU21 OX
(8)1/4 x 23/4
(8)114 x 13/4
(4) 0.148 x 1112
545
2,000
760
2,415
HU210=2{Mm:)_'
HUC21Q2{Mill)">'
"'(14)?/4x23/i•,
-{j4)1/az13/a _"°"<(6)0.148X3
1135
3,500�
1;135
44,920 ,
HU210-2 (Max)
IHUC210 2(Max.);
(18)'/a x 23/4
(18)1/4 x 134
s
(10) 0148 x 3
A 800
4 500
1;,800
Zy
5 085
HU210-3 (Min.)
HUC210-3 (Min.)
(14)114 x 23/4
(14)1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18) 1/4 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212
HU212X
(10) 1/4 x 23/4
(10) 1/4X 13/4
(6) 0.148 x,11h
1,135° '
2,500
1,135
2,666
HU212-2 (Min.)
HUC212-2 (Min.)
(16) 1/4 x 23/4
(16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/4 x 23/4
(2 2) %4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU212-3 (Min.) ' `
.HUC212-3 (Min.)
(16)'1/4 x 23/4
(16)1/4 x 13A °
(6) 0.148'X 3
A4 0601
1,135
.: 4,920
HU212-3 (Max.)
�HUC212-3 (Max,)' "
(22)1/4 x 23/4
(22)1/4°x 1314
° (10) 0.148^0
F ";1'800
5,085,.
1,800
-. 5,085 ' . '
-
HU214
HU214X
(12)1/4 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU214 2 (Min.)
HUC214 2 (Min.)
(18) l4 x 23/4. "
(18)1/a x 13Ja
(8) 0.148 x, 3
1 515
°, 4,500, '
1,515 ,
5,085
HU214=2 (Max.) =
HUC214-2 (Max.)
(24)1/4 x 23/e ;
; ` (24)1/4 x 13/4
(12) 014§, x 3
a 2 015' '"'
1�' 5,085'
2,015 _
5,085 '
HU214-3 (Min.)
HUC214-3 (Min.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
.1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)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)1/4 x 23/41
F- (18)1>a x 13/4 "'
�(8) 0148 x 11h
1 515 ;."
' 2,920° -
1,515
; 2,920
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)114 x 23/4
(26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216-3 (Mm) - :
;HUC216-3 (Min.) :
(2 0) :1/a x 2314
(20) ✓4 x;, /4.
0148,x,3
1 515
' 41920 ':
1,515 `.
4,920 ,
HU216-3 (Max.)o _
HUC216-3 (Max.)
(26)1/4 x 23/4 "
' (26)1/4 x 13/4
" (12) 0.,148 X 3
2 015;
5,685
2,015
HU7 (Min.)
(Not available)
(12)1/4 x 23/4
(12)1/4 x 13/4
(4) 0.148 x 11/2
545
2,980
760
.2,980
HU7 (Max.)
(Not available)
(16)114 x 23/4
(16)1/4 x 13/4
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
HU9 (Min)
" (Notavailable)
(18)114 x 23/4'°
(18)114 x1314"
(6) 0'.148 x,11h
1135 r
" 3,230
1,135
"3,230 "
HU9 (Max.) " " `
. (Not,available)
(24)1/4 x 23/4
(24)1/4:x 13/4
(10) 0.148 kj 1/2
x1,445" , ;
`, 3,735 '
'1,445
3,735
HU11 (Min.)
(Not available)
(22)1/4 x 23/4
(22)1/4 x 13/4
(6) 0.148 x 11/2
1,135
3,236
1,135
3,230
HU11 (Max.)
(Not available)
(30)1/4 x 23/4
(30)1/4 x 13/4
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
HU14 {Min.)
(Not available)
(28)1/a x23/4
(28) °1/4 x 1314
{8) 0.148
°
3,485 °
1;515
3,485.
JHU14(Max.) °�
"(Notayailable)
(36)'/4x23/a
(36)'/a°x1a/4
(14)Oy148"x11/z
�12015 ,
4,245
2,p154,245
z
�i.
d
M
0
W
c�
z
U)
z
0
0
CO
m
0
CIj
N
U
U
38
e
i
STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES
B/SKIfT PLAN
UPLIFT/5HEAR ANC
EACH TRUSS - SEE
•PLAN
�leaaaaaaaa��ia�ia�a``�
�a�ll��a�►
` '
■I�I■■I.I
NOTE: ADVL FRAMING NOT
.SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING QA
'1650N BOARD- SEE
CHEDULE FOR SPACING t
ASTENING TO TRUSSES
i
—MASONRY WALL -
SEE PLAN u
5
I
ROOF SHEATHING- SEE PLAN
RAISED HEEL ROOF TRUSSES
-SEE PLAN
SOFFIT/FA5CIA-. SEE ARCH.
W
N
0
RIBBON BOARD-
< < 3
SEE SCHEDULE
U z LL
FOR SPACING 4
O w w w
FASTENING TO W
N
U,;E Q
TRU$5E5
Q
0 < o =
O
WALL SHEATHING -SEE PLAN
-=
Lu m
MIN. 15/32' GDX PLYWOOD OR
3
l/I6' 055 WITH 8d GUN NAILS
I
S
U
10.131' X 2 V2') ® 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING -
RIBBON BOARDS
ANCHOR EACH SEE PLAN e
TRU55- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRJ55
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
.
"W7
RAISED HEEL TRU55 BEARING B
REVISION:
SCALES NT5 SKI
vFRvwlDo.lml
II.=BId
RIBBON 5GHEDULE,
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 3')
(Yard=MPH)
2X4 SPF#2
24'
TO EACH TRUSS, (4)
EXP.. B;
ENCLOSED
NAILS AT JOINTS
Yult=180 MPH
(2) 12d GUN (0.131' X 31)
(Vasd=139 MPH)
2�4 SPK
16,
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
SHEETTITLE:
FU-DEI FOR
R66E0 . RODEIR .H
SHEET INFORMATION:
JDBNO_ ]dl lid
DNEISSUFD: I l.Be.ld
DRnrm dr:
REVIFYI®BY: M
SK.1
4 9
j an u ary, '1,0 J, 292'0'
.Carpenter '(6 trattors dAnie'rica-, Inc...
Dear,Matv
Ithas &o-ihe.tb myattention e questions were raised comp-prhihig 5,,/8,," diameter
holes -atilledfhrd the 'chords (v- ide Face) -of;sys+Z gable end trusses' to W TOallow for:
threaded rods ti§&&f6:."tie downs '!' If these: gable ends tare ,aver 'c ntinp.q.tis sgppQrt,
lne�-of thew
0 lly-'shodth�bd 4M b§ ri e -a outt. exente,
with d� d-II &
face nb".cl th .'C,,,w,!'shout:d;
an: 0 amnaging,,Any cbnhedtdr- I t-
4. w ffien
,p a, es, r vertip, 1
'o
norepair is required: ' The truss onys pports"2, Otb. Moor -lbadsland-n'oadditional
load.
Ifyou Have 4n"' "i"'b""give -me,a.,-.Call.
y ques ionslp ease . I I I... . I
Sincerely,
. e. ly; .
*'Vt F.
wo
6760 f6rum. brive, 86ite,3" � Of 13?. .-(009 7 — 8,63).422-8685
Q5, 'ropo, F wuvw
2,1'
521 9. RO o(
pipeft..'colm.�
E
9
This docurtm at has been eledrodc*signed
and sealed using as Dived sours. Primed
copies vAthott an otiginel signature rruntbe
verined using the odginal efectroric version.
COA#0 278
03/10/2021
ALPINE
AN IT W COMPANY
Alpine, an ITVV Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw,com
I
Sit�infaranataori• �-° =-
Ira Ae 1:.
Customer: Carpenter Contractors of America
Job Number. N334502
Job Description: 7A5/320 ,182ED,F ,Rl0111828/CALl/4EBB ELEV.D/F
tAddress: _=
tdb �n irteerfn Criteria:
Design Code: FBC 7th Ed. 2020 Res IntelliVIEW Version: 20.02.00A
JRef#: 1X3L89750073
fnd Standard: ASCE 7-16 Wind Speed (_mph):: 160 Design Loading (pso 37.00
3uildin Type: Closed
This package contains general notes pages, 21 truss drawing(s) and 5 detail(s).
Item
Drawing Number '
Truss
1
069.21.1302.22921
Al
3
069.21.1302.23391
A2
5
069.21.1302.22718
A4
7
069.2.1.1302.23454
A6
9
069.21.1302.23186
A10
11
069.21.1302.23218'
A14G
13
069.21.1302,23061
B2GE
15
069.21.1302.23093
C2GE
17
069.21.1302.22858
EJ2
19
069,21.1302,22530
CJ3
21
069.21.1302.23281
HJ7
23
GBLLETIN0118
r257
VAL180160118
11
Item
Drawing N94'
Truss
2
069.21.1302.22936
A1A
4
069.21,1302.22655
A3
6
069.21.1302.23141
A5GE
8
069.21.1302.22686
A8
10
069.21.1302.23609
Al2
12
069.21.1302.22952
B1
14
069.21.1302.22999
C1
16
069.21.1302,23453
EJ7
18
069.21.1302.22875
CJ5
20
069.21.1302,23359
CA
22
A16015ENC160118
24
CNNAILSP1014
26
VALTN160118
Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 1:12:01-PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections. -
This document may be a high quality -facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
wwiw. 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. ICC: International Code Council; www.iccsafe.oro.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 249741 / COMN Ply: 1
FROM: RWM Qty: 16
6'17
6'1"7
Job Number: N334502
,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: Al
12'11"15 19'10" 26'81
6'10"86'10"1
=-5X5
E
39'8"
Cust:R6975 JR&AX31-89750073 T10 /
DrwNo: 069.21.1302.22921
TCE / YK 03/10/2021
33'6"9 39,8"
10' i 91101, 9'10" 10, +1'�
10' 19'10" 29'8" 39,81,
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): 0.222 K 999 240 Loc R+ / R- / Rh / Rw / U / RL
BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 K 999 240 B 1711 /- /- 1961 /309 /444
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 J - - H 1711 /- /- /961 /309 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ItHORZ(TL): 0.140 J Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0
H Br Width = 8.0 Min Re 2.0
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.617 g q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.882 Bearings B & H 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: 0.457
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
Top chord: 2x4 SP #2 N; D - E 1130 -2029 G - H 1490 -3155
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - L 2759 -1207 K - J 2278 - 858
be equally spaced. Attach with (2) 8d Box or Gun L - K 2278 - 879 J - H 2759 -1186
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 541 -134 K - F 530 -745
for (2) CLR'S where shown. Scab reinforcement to be D - K 530 -745 F - J 541 -134
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc. y�qu!!t!ltralterlrrgt` E - K 1362 -605
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
3 P+ s
Wind y°
Wind loads based on MWFRS with additional C&C a : 0•
member design. a
Wind loading based on both gable and hip roof types.
i tea° �„ � •�® �dd,,J,�Fr .
COA
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or B10
as applicable. Apply plates to each face. of truss and position as shown above and on the Join�Details, unless noted otherwise. efer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation, and brac'in4q of trusses; A seal on this drawlnq or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit�y/ solely for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec .2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249762 / COMN Ply: 1 Job Number: N334502 Cu
R 8975 JRef:1X3L89750073 T25 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22936
Truss Label: A1A SS I / YK 03/10/2021
7'11"2 13' 17'1"12 19'10" 23'8" 31'8"14 39'8"
7'11"2 5'0"14 4'1"12 2'8"4 3'10" 6'0"14 T11"2
—5F5
T
1�
39.8"
"9 4'8"11 2'12'1".1.� 6'8" 8'D"11 T11"5 1'
12'104 + 14'11"14 23'8" 31'8"11
1T
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W8,W9,W11 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.
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
+ Bottom Chord section between vertcials may
be removed.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE. HS
0
A"
t
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.304 P 999 240
VERT(CL): 0.568 P 831 240
HORZ(LL): 0.131 K - -
HORZ(TL): 0.244 K
Creep Factor: 2.0
Max TC CSI: 0.790
Max BC CSI: 0.859
Max Web CSI: 0.988
Ver: 20.02.00A.1020.20
ayp 1 AWO.,'_4L
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /961 /309 /444
1 1556 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces,Fer Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1412 - 2748 F - G 1408 - 2068
C-D 1815 -3524 G-H 1217 -2104
D - E 1436 - 2553 H - 1 1424 - 2776
E - F 1564 - 2530
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2376 -1110 L - K 2402 -1108
Q - M 3085 -1305 K - 1 2405 -1106
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
579 - 993
M - F
1687
- 892
C-Q
818 -217
M-L
1746
-572
S - Q
2594 -1210
F - L
559
- 464
Q - D
1079 - 462
L - G
450
- 365
D - M
662 -1221
L - H
477
- 691
**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 �roper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310
as applicable. Apply totes to each face oT.truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingg 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 drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en meering responsibili_%ty solely for the design shown. The suitability and use of Phis Suite Fos
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org;_ AWC _awc.org Orlando FL, 32821
SEQN: 249763 / HIPS Ply: 1 Job Number: N334502 Cust: R 8975 JRefAX3L89750073 T9 !
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALIMEBB ELEV.D/F DrwNo: 069.21.1302.23391
Truss Label: A2 SSB / WHK 03/10/2021
12'6"15 i 19' 20'4" 2T1"1 33'6"9 398"
i f
7 6'5"8 1'8' 6'5"1 6'S"8 6'1"7
1' 10,
i ' 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,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
e5X5=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):
0
9'10"
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
Ver: 20.02.00A.1020.20
e® .
eyAaSa� �'7 P'S i � stt 'v4
`I ®at'®'qi)
10' 1'
A. 1
♦Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 /310 /427
1 1556 /- /- /963 /310 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs" Tens.Comp. Webs Tens. Comp.
M - D 508 -119 L - F 548 - 356
D - L 521 - 683 L - G 521 - 683
E - L 548 - 356 G - K 508 -119
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 bracing. , Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an c7 SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise, top chord shall have Pr roper attached structural sheathing and bottom chord shall have a properly
�id ceilingg Locations shown for ermanent lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7 or B10
Ie.�AppTy plates to each face, of truss and position as shown above and on the Join, Details, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
vision of ITW Buildinc Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
iformance with ANSI 4PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa4e
Jrawing indicates acceptance of professional, engineering responsib!litx solely for the design shown. The suitability and use of ibis
drawing for any sin.
For more information
AWC:
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249785 / COMN Ply: 1 Job Number. N334502 Cust: R 6975 JR&AX31-89750073 T2 /
FROM: RWM Qty. 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22655
Truss Label: A3 SSB / WHK 03/10/2021
6'1"7 12'1115 + 19'10" 244" 33'6"9 + 398°
6'1"7 6'10"8 6'10"1 4'6" 9'2"9 6'1"7
=5X5
E
B3
1114X4
20'8" i5'8"1 13'4-------------------- J
1 10 i 910 46 54 10 +1�
10' 19'10" 24'4" 29"� 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs), 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): 0.042 M 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.082 M 999 240 B 871 /_ /_ /610 /172 /444
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.013 C - - N" 323 /- /- /156 f73 /-
E
Des Ld: 37.00 XP: C Kzt: NA HORZ(TL): 0.024 C - - H 508 /- /- /427 /147 /-
Mean Height: 15.00 ft Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
Soffit: 0.00 BCDL: .0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.968 B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.737 N Brg Width = 68.0 Min Req = -
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.550 Bearings B, N, & H are a rigid surface.
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Bearings B & H require a seat plate.
GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs)
Lumber Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; B - C 606 -1330 G - H 246 -579
Bot chord: 2x4 SP #1; B3,B4 2x4 SP #2 N; C - D 479 -1037
Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N;
Bracing Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun B - M 1138 -532 K - J 952 -668
nails(0.113"x2.5",min.). Restraint material to be supplied M - L 691 ' -320 J - H 484 -143
and attached at both ends to a suitable support by
erection contractor. L - K 967 -695
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs Maximum Web Forces Per Ply (Ibs)
for (2) CLR'S where shown. Scab reinforcement to be Webs Tens.Comp. Webs Tens. Comp.
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc. C - M 375 -360 K - F 885 -1602
t}tlssttttspjt1ljli'i M - D 558 -150 F - J 573 -255
Windy Jffi D - L 559 -723 J - G 495 -484
Wind loads based on MWFRS with additional C&C &coo'r,� L - F 785 -272
..
member design.��'a••�(„°•.�`'',,
Wind loading based on both gable and hip roof types. �. •�° ° 1 sA
_ 0. 708 1
x
• a A
$8 •
SAT 0.
fi
COAL �1AL
03/10/2021
"'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING
—IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly .....
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
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/TPI _t .or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover page 6750 Forum.Drive
listing this drawing indicates acceptance ;of professional enccLLsneering responsibilit�yy solelyor the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information -see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249765 / HIPS Ply: 1 Job Number: N334602 Cust: R 8975 JRefAX3L89750073 T8 /
FROM: RWM Qty: 1 , A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22718
Truss Label: A4 �SSB / WHK 03/10/2021
T1014 17' 22'8"
T10"14 9'1"2 'i518"
e5X5 =5X5
D E
39'8"
�1'1+ 10, 9'10"
+
r 10, 19,10"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Ft. NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 it
Rep Fac: Yes
Loc. from endwall: not in 9.Oo ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
31'9"2 39'8"
9,1 "2
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.149 J 999 240
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
03/10/2021
Ver: 20.02.00A.1020.20
10, 1'
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1552 /- /- /965 /318 /386
G 1552 /- /- /965 /318 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 I - G 2393 -1352
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 498 - 448 E - I 770 - 435
K - D 770 - 435 I - F 498 - 448
"WARNING`" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roper)Y attached structural sheathing and bottom chord shall have a properly -
attached ri id ceiling Locations shown for of lateral restraint of webs shall have bracing installed per BCSI sections 63, B7 or B10
as applicable --Apply Oates to each face o truss and position as shown above and on the Joint 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 BuildingComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSIfI PI 1, or for handling, shipping,. mstallation,and bracin4of trusses. A seal on this drawing or cover pacle 6750 Forum Drive
listing this drawing -indicates acceptance of professional enc Lmeering responsibili�t�r solely -for the design shown. The suitabili y and use of this Suite 305
drawing for any sgr'ucture is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249766 / COMNI Ply: 1 Job Number: N334502 Cust R 8975 JRef:1X3L89750073 T11 /
FROM: RDP Qty: 1 ,7A5/320 ,182ED,F ,R101 / 1828/CAL1/4EBB ELEV.D/F DrwNo: 069.21.1302.23141
Truss Label: A5GE SSB / 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 "
32
�1711'15 11.4
23 15 '4
6'17 9'10' ��1gg'6' 19'10' 21Y ° 23'1 26' 32'8" 33,5'9 39'8'
fi'17 3'8'9 i3' 1 c1o•1 � r � r � zn°1z ss•-� 1� s•1� �
�(tva7
F^ 1016• '{17-I m5x6
K
A
J L
I M
%4X8
g4x4R N
12 C
F W O
6 p O E AL (e) P
W D ®5x5 I b
050%5 AJ (a) (a) AX R S
Al t
R
AP � BB
B A AW T
UI.,
E'3X6(A1) B7 -5X8 AG AF AE AD A6X6 r4X44 a4x4Z V e8X%8 W V m3X6(A1)
=4X4
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 #2 N; B1 2x4 SP #1;
Webs: 2x4 SP #3; W7,W1 4,W1 5,W1 6 2x4 SP #2 N;
21' i5• i 137
11• + V + 3'8' + 3' { T
21' 26' 'B' 293r8'
1'12 i3'10'8 -(- 13712 -{
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA . Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): 0.114 AE 999 2
VERT(CL): 0.228 AE 999 2
HORZ(LL): 0.0491 - -
HORZ(TL): 0.097 1
Creep Factor: 2.0
Max TC CSI: 0.679
Max BC CSI: 0.825
Max Web CSI: 0.970
VE I VIEW Ver: 20.02.00A.1020.20
Laterally brace chord above/ below filler at
24" OC (or as designed) including a lateral
brace on chord directly below both ends of
filler (if no rigid diaphragm exists at that point)
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.yytttt>btttfstftrtrrrrp�rf,
Special Loads
j � H«
..doe** 0'*••«
-----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 at -1.00 to 56 at 10.67
�C1 ®•' {'
<��' ��C` •.
plf plf
��e�-r
TC: From 76 plf at 10.67 to 76 plf at 32.67
® ed
TC: From 56 plf at 32.67 to 56 plf at 40.67
e
BC: From 20 pif 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 1 e S AT a +
All plates are 2X4 except as noted. `�
Wind %J� '
Wind loads based on MWFRS with additional C&C
member design. COA � /10N�T.
Wind loading based on both gable and hip roof types. `�elin '14 a;f'�
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
Component Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers
bracing per SCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom ch
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI s
as applicable. App�y plates to each face oT truss and position as shown above and on the Join Details, unless -note(
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 768 /- /-
/501 /331 /444
AB 2335 /- /-
/955 /1010 /-
Z 1089 /- /-
/488 /358 /-
T 516 /- /-
/401 /224 /-
Wind reactions based on
MWFRS
B Brg Width = 8.0
Min Req = 1.5
AB Brg Width = 8.0
Min Req = 3.2
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 476 -1085
I - J 395 - 201
C - D 345 - 809
J - K 395 - 206
D - E 408 - 753
K - L 545 - 272
E - F 420 - 751
L - M 613 - 304
F - G 406 - 669
M - N 511 - 252
H - 1 377 -189
S - T 231 - 600
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-AH
918 -475
AD -AC
480
-256
AH-AG
480 -256
AC -AB
471
-327
AG-AF
480 -256
X - W
483
-157
AF-AE
480 -256
W - V
483
-157
AE-AD
480 -256
V - T
483
-157
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
AH-AI
508 -256
AB -AR
325
-523
AI-AJ
546 -274
AR -AS
450
-561
AJ- G
506 -266
AW- Z
277
-756
G -AL
519 - 941
AW- N
241
- 683
AL -AN
499 - 922
N -AX
678
- 358
AN -AP
521 - 959
AX- X
687
- 352
AP -AC
546 -995
X-AZ
298
-477
AC- K
794 -498
AZ -BB
271
-470
K -AB
570 -1384
BB- S
321
-454
of
Is 160A-Z for s andard plate positions. Refer to lobs General Notes page for additional Information.
a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page
his drawing Indicates acceptance of professional engpineenng responsibility solely for the design shown. The suitability and use of This
I for any structure is the responsibility of the Building esigner per ANSI/T 11 Sec.2.
e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.oro; SBCA: sbcindustry.com; ]CC: iccsafe.org; AWC: awc.org
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 2497671 HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef:1X3L89750073 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23454
Truss Label: A6
SSB / WHK 03/10/2021
710"14 15' 24'B" 31'9"2
398"
7'10"14 7'1"2 9'8" 7-1"2
7'10"14
6X6 6X6
D T3 E
12
6 7,7- ;5X5
�5F5
o C
N
W bo
W1
B
A
G
�
H �88,
4X6(A2) =5X5 =5X5 =5X5=4X6(A2)
� 39'8"
10' 9110.. 9110..
10,
10' 19,101, i 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 Pt. 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 It
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.913
BCDL: 5.0 psf
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.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474
Bearings B & G require a seat plate.
Loc. from endwadwall: not in 9.00 ItFT/RT:20(0)/10(0)
Members not listed have forces less than 375#
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
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
C - D 1826 - 2538 F - G 1807 - 2729
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 I - F 394 - 358
d�
�Qtt;il66t1l/9pfti/p
p• •f l I�
• d
O
• .e
•
pT _�
COAd%QQ ®NAt'
tY�1P8WiN$@t
It�ytti�,,`,`
03/ 10/2021
"•WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING
—IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
shipping,
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r sa practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face: of truss and position as shown above and on the Joinf Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Refer to
Alpine, a division of ITW BuildinQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
4PI drawin
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineering responsibili�y solely for the design shown. The suitability and use of a Us Suite 305
-Designer
drawing for any structure is the responsibility of the Building per ANSVTP1 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: 249768 / HIPS
Ply: 1
Job Number. N334502
R 8975 JRef:1X3L89750073 76 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
rD.No: 069.21.1302.22686
Truss Label: A8
/ WHK 03/10/2021
6'94 13' 19'10" 26'8"
32'10"12 39'8"
6'94 6'2"12 6'10" 6'10"
6'2"12 6'94
5X5 1112X4 = 5X5
D E F
12
6 k2X4 W
C
y2G
v,
o_
to
W3
m
1 B
A
H
I
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
� 39'8"
10' 9'10" 9'10"
10 1
10' 19'10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: -20.00 Wind Std:. ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/deft U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.191 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 A /- /953 /716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 A /- /953 /716 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.121 J
Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
BCDL: 5.0 psf
H Br Width = 8.0 Min Re
9 q = 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.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687
Bearings B & H require a seat plate.
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2014 -2780 E - F 1973 -2289
C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N;
D - E 1973 -2289 G - H 2O14 -2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 - 339 K - F 425 - 401
L - D 535 -183 F - J 535 -183
D - K 425 - 401 J - G 381 - 339
�gittttstitpr�ll'/�/l/f
E - K 585 -391
of
e M
0 Y
` �
« 0 7108 1
o
■ 6
« ■
e
°
C Pit ®
■
,ice p
0y`T�/ fir:
1
COAL f 0 NA'�
�41iF�f1f6M161�\\\,\
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, handlingshipping, installing and bracing. , Refer to and follow the latest edition
Component Safety Information, by TPI SBCA)
of BCSI (Building
an c7 r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigpid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310
Appicy to face Details, Refer '
as applicable. plates each otruss and position as shown above and on the Join unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
to
Alpine, 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 with ANSIfTPI 1, for handling, bracin trusses. A this drawin
conformance or shipping,, installation and of seal on or cover pa a 6750 Forum Drive
listing this drawin indicates acceptance of professional en ineenng responsibili(� solely -for the design shown. The suitability and use of This Suite 3o5
-Designer
drawing for any structure is the responsibility of the Building per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249769 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef:1X3L89750073 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23186
Truss Label: A10
SSB / YK 03/10/2021
33'10"12 39'8"
5'9"4 5'2"12 8' 9'8" 5'2"12 5'9"4
5X5 = 5X5 5X5
D T2 E T3 F
12
6 �2X4 �2X4
W
o C (a) (a) G °
n W3
io
B H
A
11�8'8"
=4X6(A2) 5X8 = 5X5 = 4X6(A2)
39'8"
10' 9.101. 9' 10" 10 1
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria A 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): 0.206 E 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /940 f718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- A /940 /718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J - - Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
H Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.670 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: 0.758
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2194 -2804 E - F 2388 -2695
C - D 2056 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T2 2x4 SP #1; D - E 2506 -2775 G - H 2184 -2797
T3 2x4 SP 2400f-2.0E;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N; Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
B - L 2449 -1856 K - J 2163 -1578
(a) 1X4 #3SRB or better continuous lateral restraint to L - K 2146 -1573 J - H 2440 -1822
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 Maximum Web Forces Per Ply (Ibs)
erection contractor. Webs Tens.Comp. Webs Tens. Comp.
(a) or scab reinforcement may be used in lieu of CLR L - D 470 -72 K - F 628 -616
restraint. substitute (1) scab for (1) CLR and (2) scabs D - K 743 -785 F - J 466 -52
for (2) CLR'S where shown. Scab reinforcement to be
E - K 794 -538
same size, species, grade, and 80% length of web t$ti6fltPltigttdlie
member. Attach with 0.128x3" gun nails @ 6" oc.
H. �.1.
Wind '4d r
Wind loads based on MWFRS with additional C&C� 4 �•�',a°a°.
Na•'° r
member design. v �'` �+ %
�;
Wind loading based on both gable and hip roof types. ®°• ®
m �. �08 1
_S o
a
,
a ,
S T U . :.
y •g
• ® •oID v��
`f
COA i� Q�!IO
'$`Nia imake�,+�a't�,
03/10/2021
"WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information; by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propgr attached structural sheathing and bottom chord. shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin9 installed per BCSI sections B3, B7 or B10,
Details, Refer
as applicable. Apply plates to each face of truss and position as shown above and on the Joint unless noted otherwise. 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 ANSI/I PI 1, for handling, bracing of trusses. A seal on this drawing or cover
conformance with or shipping,, installation and page 6750 Forum Drive _
listing this drawing indicates acceptance of -professional engqs�neering responsibilityy solely -for the design shown. The suitability and use Nis Suite 305
-Designer
drawing for any structure is the responsibility of the Building per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; IGC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 249770! HIPS
Ply: 1
umber: N334502
Cust: R8975 JRei:1X3L89750073 T4 /
FROM: RWM
Oty: 1
F,7520 ,182ED,F ,RI01 11828/CALI/4EBB ELEV.DIF
DnvNo: 069.21.1302.23609
Label: Al2
SSB / WHK 03/10/2021
9' 17' 22'8" 30'8"
39'8"
9. 8 5 8 8'
9'
�6C6 T2 =5XD5 =04 T3
=6X6
F
T ,2
6�
T
o (a) W (a)
W5
B
G m
H
4X6(A2) =6X6 =6X6 =6X6=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 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: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 /- /- /921 /720 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.150 I - -
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TIC 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 9.0o ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): I
I 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 #3SRI3 or better continuous lateral restraint to
B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun
K - J 3174 - 2647 I - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
C - K 718 -428 E - I 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.
�yi4sfatn{a�gtlr
f,
Wind ° h ;",4,
o `�r
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types. $ «° . o +•` `
° 0. 708 p 9
w e �
e +
s °
e
ppg�
03/10/2021
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety -practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations for lateral have bracin installed BCSI
shown permanent restraint of webs shall per 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
Referto '
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 ANSI Q PI 1, for handling,
conformance with or shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitability and use of this
drawing for any structure is the the Building -Designer ANSI/TPI 1 Sec.2. Suite 305
responsibility of per
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821
SEON: 249781 / HIPS
Ply: 1
Job Number: N334502
Cust: R 8975 JRef:1X3L89750073 T31 /
FROM: LPM
pty: 1
7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1302.23218
Truss Label: A14G
SSB / YK 03/10/2021
7' 13' 19' 28'4"
r i`
32'8" 39'8"
T 6' "1 6' 9-4"
4,4„ 7' i
1116X6 =4X4 =8X10 =H1014
=6X6
12 C D T2 E T3 F
T4 G
T 6
T
o (a) W
w
(a)
io
B
A
H
1
5X5(A2) =H0510 =4X4 =6X8 1115X5K
B3 =4X6=3X6(A1)
28'4" 111'4"
-i
1010"4 5'1"12 4'4"
4'4" 7' 1'
T r r
r
8' 18'10"4 24 28'4"
328 398"
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): 0.179 D 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240
B 1922 !_ /_ !_ /884 !_
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 /- !- /- /1911 !-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.091 L
H 80 /- /- !- /60 /-
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
Wind reactions based on MWFRS
TCDL: 4.2 psf
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.846
BCDL: 5.0 psf
B Brg Width = 8.0 Min Req = 1.6
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785
K Brg Width = 8.0 Min Req = 5.9
H Brg Width Min Req 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819
H8.are
Bearings B, K, & H rigid surface.
Loc. from endwall: NA FT/RT:20(0)/10(0)
Bearings B, K, & H require a seat plate.
GCpi: 0.18 Plate Type(s): I
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE .00A.1020.20 HS VIEW Ver: 20.02
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
B - C 1596 - 3565 E - F 169 - 505
T4 2x6 SP SS;
C - D 1465 - 3467 F - G 400 -180
Bot chord: 2x4 SP 2400f-2.0E; B3 2x4 SP #2 N;
D - E 1332 -3056 G - H 538 -269
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun
B - N 3126 -1377 L - K 786 -1874
nails(0.113"x2.5",min.). Restraint material to be supplied
N - M 3815 -1821 K - J 786 -1874
and attached at both ends to a suitable support by
erection contractor.
M - L 2986 -1327 J - H 179 - 399
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
Maximum Web Forces Per Ply (Ibs)
for (2) CLR'S where shown. Scab reinforcement to be
Webs Tens.Comp. Webs Tens. Comp.
same size, species, grade, and 80% length of webttti9ttlt13itiil� rf
member. Attach with 0.128x3" gun nails @ 6" oc. ``jr
C - N 1089 -274 L - F 3047 -1224
fro
thf
N - D 440 -430 F - K 2007 -4053
Loading *m�,, °p
°". /'
D - M 568 -883 F - J 1889 - 778
M - E 834 -67 G - J 344 - 528
#1 hip supports 7-0-0 jacks with no webs.a� a'+° <,.
N e �6 ' 's°
E - L 1423 - 3051
Wind
Wind loads and reactions based on MWFRS. 408 1'
Wind loading based on both gable and hip roof types.
a °
WARNING! This truss is not symmetric, but its
exterior geometry makes erection error more e �� c
probable. It is imperative that this truss be installed ,.
properly. r, op`As, me
COAc90NA`\F�*�i1V
✓s�n�aa
03/10/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the -latest edition of BCSI (Building
Component Safety
Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall
temporary
have a properly
attach eU rigid ceilinn Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310.
as applicable. Apply plates to each face of truss and as shown above and on the Join Details, unless noted otherwise. Refer
position
drawings 16DA-Z for Refer General Notes for information.
standard plate positions. to job's page additional
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSIITPI 1, for handling, installation bracin4q trusses.. A this drawing
or shipping,, and of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en tneering responsibility solely -for the design shown. The suitability and use of this Suite 305
-Designer
drawing for any structure is the responsibility of the Building per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249771 / COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T20 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22952
Truss Label: B1 �SSB / WHK 03/1012021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
57'4
5'7"4
8'
8'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: 11
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
10,8"
5'0"12
15'8"12 21'4"
5'0"12 57"4
=4X4
D
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
21'4"
64"
13'4"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.047 H 999 240
VERT(CL): 0.088 H 999 240
HORZ(LL): 0.020 G - -
HORZ(TL): 0.037 G
Creep Factor: 2.0
Max TC CSI: 0.371
Max BC CSI: 0.611
Max Web CSI: 0.232
VIEW Ver: 20.02.00A.1020.20
Fit 1
4 0
O
V
N
i N
a @
I' % T N 1 O0 4 N
NgN tOme�f )n0"®,����i��
COArTNZIO AL' hNo"',
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 864 /- /- /529 /397 /229
F 805 /- !- /464 /361 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 1190 -1344 D -E 1113 -1152
C-D 1104 -1146 E-F 1201 -1351
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 1152 - 993 G - F 1161 - 955
H - G 795 - 539
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 471 - 284 D - G 394 - 335
H - D 383 - 322 G - E 479 - 289
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) 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
attachetl rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
as applicab�Ie. Apply plates to each face of truss and position as shown above and on the Join9Details, unless noted otherwise. f�eferto
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin jComponents Group Inc. shall notbe 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 enclineering responsibility solely -for the design shown. The suitabilityForum Drive
tand use of This 675o Suite os
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249772 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef.,1X3L89750073 T3 /
FROM: RWM Qty: 1 7A51320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23061
Truss Label: 132GE SSB / YK 03/10/2021
10.8" 21'4"
' 10'8"
4.8" 2''—'�
(TYP) =4F4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
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.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0116 for
gable wind bracing and other requirements.
21'4"
21'4"
21'4"
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: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or*=PLF
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.004 R 999 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.007 R 999 240
B 245 /- /- /134 /103 /243
HORZ(LL): 0.005 L - -
J* 72 /- /- /35 /33 /-
HORZ(TL): 0.006 L -
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Max TC CSI: 0.196
J Brg Width = 248 Min Req = -
Max BC CSI: 0.164
Bearings B & B are a rigid surface.
Max Web CSI: 0.069
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
03/10/2021
Ver: 20.02.00A.1020.20
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached ri4!d 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 otruss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any.failure to build the
truss in conformance with ANSI/ PI 1, or for handling, -.shipping,. installation and bracingc1 of trusses. A seal on this drawing or cover pale 6750 Forum Drive
listing this drawing indicates acceptance of professional -en sneering responsibility solely -for the design shown. The suitability and use of this Suite 305
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821
SEQN: 2497731 COMN Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T19 /
FROM: RWM Qty: 1 , A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22999
Truss Label: C1 SSB / WHK 03/1012021
7'
7'
5X5
C
14'
14'
7'
IE
1 +
7'
7'
7'
14'
'{
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): 0.014 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.025 E 999 240
B 588 /- /- /371 /272 /158
BCDL: 10.00 Risk Category: II
Snow Duration: NA
HORZ(LL): 0.008 E - -
D 527 /- /- /305 /234 /-
EXP: C Kzt: NA
Des Ld: 37.00
HORZ(TL): 0.013 E
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: psf
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
Soffit: 0.00 BCDL: 5.0 psf
5.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.767
D Br Width = 8.0 Min Re 1.5
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.503
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.119
Members not listed have forces less than 375#
Loc. from endwall: Any
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 805 -740 C - D 807 -739
Top chord: 2x4 SP
chord: 2x4 #2 N;
Maximum Bot Chord Forces Per PI Ibs
y (Ibs)
WeeBot bs: 2x4 SP #3;
Chords Tens.Com p. Chords Tens. Comp.
p
Wind
B - E 598 -542 E - D 598 -542
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
��a ,v.•- a i` r
®�_ �D +4 �y,yN1 A4ID dpo9 A
.0
a
W ®. XQ8 1
® l t�
r %®9h�
®® ®aim D.N1.wM4�Pbg
Ia1
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care -in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety pracfices prior to pertorming 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 Locationsshown for ermanent lateral restraint of webs shall have bracmA 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 JoinQDetails, 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$Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIITFLA, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingp or cover pa a 6750-Foram Drive
listing this drawin indicates acceptance of professional engineering responsibilitt$� solely -for the design shown. The suitability and use of This
drawing for any s ructure is the responsibility of the Building -Designer 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: 249774 / GABL Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T1 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,R101 / 1828/CALIAEBB ELEV.D/F DrwNo: 069.21.1302.23093
Truss Label: C2GE �SSB / 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: 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;
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.
Additional Notes
See DWGS Al6015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
(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: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
14'
7'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.005 J 999 240
VERT(CL): 0.008 J 999 240
HORZ(LL): 0.004 H - -
HORZ(TL): 0.006 J -
Creep Factor: 2.0
Max TC CSI: 0.308
Max BC CSI: 0.177
Max Web CSI: 0.142
03/10/2021
Ver: 20.02.00A.1020.20
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
)er BCSI sections B3, B7 or B10,
iless noted otherwise. Refer to
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 68 /- /- /38 /30 /13
F 268 /- /- /206 /134 /-
Wind reactions based on MWFRS
B Brg Width = 159 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 377 -129 D - E 376 -129
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C-J 511 -238 H -E 511 -238
ine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
,s in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing4 of trusses. A seal on this drawingg or cover page 6750 Forum Drive
rig this drawing indicates acceptance of professional engineering responsibilitty�r solely -for the design shown. The suitabiliCy and use Nis
✓ ing for any structure is the responsibility of the Building -Designer per ANSIfrPI 1 Sec.2. Suite 305
more information see these web sites: Alpine: alpineitw.com" TPI: tpinst.or . SBCA: sbcindustry.com" ICC" iccsafe org; AWC: awc.org Orlando FL, 32821
SEQN: 249783 / EJAC Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T15 /
FROM: RWM Qty: 14 ,7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23453
Truss Label: EJ7 �JB / WHK 03/10/2021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
12'2"11
12
6 �
M
O u7
co
V'
B
A 8'8"
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft -
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min, toe -nails at bottom chord.
7
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc 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
EW Ver: 20.02.00A.1020.20
�q �i "4a,�aeaamame s'��fir
�GE S�:* , •�i 'S
0. 708 1
m m
°o m
m
r
Ck
apm �OBf1�08�9m@�gg���+A�'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- !- /249 /108 /208
D 125 /- A /73 /- /-
C 174 /- /- /128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
—t 03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicable. Apply 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 Building Components Group Inc. shall not be responsible for anv deviation from this drawing any failure to build the
of trusses. A seal on this drawingg or cover pa4e
Rr the design shown. The suitabil!Fy and use Nis
any
TPI: tpinst.org; SBCA:
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249776/ JACK Ply: 1 1
Job Number: N334502 Cust: R8975 JRef1X3L89750073 T23 /
FROM: RWM Qty: 2 ,7A5/320 ,182ED,F ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22858
Truss Label: EJ2 KD / WHK 03110/2021
T
12
2X4(A1)
C
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 loc Udefl U#
VERT(LL): NA
VERT CL : NA
( )
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 157 /- /- /140 /54 152
BCDL: 10.00
Risk Category: II
g ry
Snow Duration: NA
HORZ(LL): 0.000 D
D 32 /- /- /18 /- A
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.001 D
C 34 /- /- /20 /26 /-
NCBCLL: 10.00
TCDL: psf
Building Code:
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: 0.137
B Br Width = 8.0 Min Re
9 q = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.026
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Bearing B is a rigid surface.
Bearings B, a & C require a seat plate.
GCn 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
"umuet
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.
COA$ 00"
03/10/2021
""WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs -shall have bracing installed per BCSI sections B3, B7 or B10
as applicable: Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise: Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$1Components 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 bracingp� of trusses. A seal on this.drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engmeenng responsibility solely for the design shown. The suitabilify 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
1
SEQN: 249777 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef.,1X3L89750073 T18
FROM: City: 4 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22875
Truss Label: CJ5 KD / YK 03/1012021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
117'5
12
6
co
co
B
1 A 8'8"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: 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.
4'11"4
4' 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):
Defl/CSI Criteria
PP Deflection in loc Udefl 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
03/10/2021
Ve r: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- A /200 /88 /152
D 89 /- /- /51 A /-
C 118 /- A /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.
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 proper)y-attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for of
lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicabgle. Apply plates to each face o 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 BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/I PI 1, or for handling, shipping,, installation and bracin44of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawin indicates acceptance of professional anc]lneering responsibili solely -for the design shown. The suitability and use of this
drawing for any s ructure is the responsibility of the Building -Designer per ANSVTT l 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: 249778 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T21 /
FROM: Qty: 4 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.22530
Truss Label: CJ3 �SSB / WHK 03/10/2021
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " —
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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
C
211 "4
2' 11 "4
T
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/4
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Building Code:
Creep Factor: 2.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.234
TPI Std: 2014
Max BC CSI: 0.105
Rep Fac: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
Ver: 20.02.00A.1020.20
10'2"5
M
i�
N
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 /71 /99
D 50 /- /- /27 /- /-
C 63 /- /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
r
Qa®en®`��rr rrrr�r
• s• F� r
x s
o. 708 1
I�v� 4r
• COA if( � i�A �1ll
54
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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r sarPety 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,Vp ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable. Apply Oates to each face of truss and position as shown above and on the 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 BuildinggComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIITPI-1, or for handling, shipping, • Installation and bracin4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional enc�Ineenng responsibiliti solely -for the design shown. The suitability and use of this
drawing for any sfr'ucture 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: sbcindust .com; ICC: iccsafe.or ; AWC:awc.org Odando FL, 32821
SEQN: 249779 / JACK Ply: 1 Job Number: N334502 Cust: R 8975 JRef:1X3L89750073 T22 /
FROM: Qty: 4 7A5/320 ,182ED,F ,RI01 / 1828/CALIAEBB ELEV.D/F DrwNo: 069.21.1302.23359
Truss Label: CA SSB / WHK 03/10/2021
s
12
6 F7-
C
4 3
V
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
1, 11 "4
11114
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/10/2021
9'2"5
♦ Maximum -Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- A /145 /76 /45
D 11 /-2 /- /14 /10 P
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.
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 cJ SBCA)-fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to '
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 bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responslbilitY solelyforthe design shown. The suitabili& and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIXI 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: 249780 / HIP_ Ply: 1 Job Number: N334502 Cust: R 8975 JRei:1X3L89750073 T27
FROM: RWM Qty: 2 7A5/320 ,182ED,F ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1302.23281
Truss Label: HJ7 KD / WHK 03/10/2021
1
•
T
4" 3
5'3"5
5'3"5
9'10"1
4'6"l 1
0
12'2"3
12
4.24 F,� 2X4
C
v
6
v
B
A 8'8"
FE
2X4(A1) =4X4
VY
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C Kzt: NA
Mean Height: 15.00 It
NCBCLL: 0.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0.162"x3.5") nails at bottom chord
9'2"2
9'2"2
9'1
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.040 F 999 240
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.076 F 999 240
B 326 /- /- /- /154 /-
Snow Duration: NA
HORZ(LL): 0.010 C - -
E 364 /- /0 /- /84 /0
HORZ(TL): 0.018 C
D 214 /- /- /- /177 /-
Building Code:
Creep Factor: 2.0
Wind reactions based on MWFRS
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.546
B Brg Width = 10.6 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.416
E Brg Width = 1.5 Min Req = -
Rep Fac: No
Max Web CSI: 0.260
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
FT/RT_20(0)/10(0)
Bearing B requires a seat plate.
Plate Type(s):
Members not listed have forces less than 375#
WAVE
VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
M
tl
COA At,
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.fabricatinq, _h_andlinq, shipping, installing and bracino. Refer to and follow the latest i
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
of
Icab e. App y plates to each -face o truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to '
is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW BuildinlComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI PI 1, or for handling, shipping,installation and bracin4q of trusses. A seal on this drawing or cover page
vs drawing indicates acceptance of professional engineering responsibilittyy solely for the design shown. The suitability and use of This
I for any structure is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2.
e information see these web sites: Alpine: alpineitw.com• TPI• tpinst.org; SBCA: sbcindustrycom; ICC• iccsafe org• AWC: awc or
6750_Forum Drive
Suite 305
Orlando FL, 32821
6. A
Gable Stud Reinforcement Detail
ASCE 7-16: 160 mph Wind Speed, 15' Mean Height, Enc(osed, Exposure C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Ori 140 mph Wind Speed, 15' Mean Height,, Enclosed, Exposure D, Kzt = 1.00
rlr, 1Pn mnh Winrt Snood_ 19' Monn w.w,+ P_+Intl., C,n_r.,_e,d n — — , nn
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
<1) lx4 'L' Brace x
(1) 2x4 'L' Brace w
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace All
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 #2
U
S P P
#3
3' 8'
5' 9'
6' 2'
7' 8'
77' 11'
9' 1',
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
F.
Stud
3' 8'
5' 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' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
CU
#1
4' 0'
6' 8'
6' ill
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J
S P
#2
3' 10.
6' 7'
6' 10'
7' 9'
8' 1'
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, li'
11' 8'
14' 0'
14' 0'
d
P
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 6'
10' 4'
13' 1'
14' 0'
U
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0',
14' 0'
14' 0'
S P P
#3
1 4' 2'
7' 1'
1 7' 9'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
U
LJ P
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
0)
O
I�
Standnrd
4' 2'
6' 1'
6' 5'
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'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10, 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10161
10' 11'
13' 4'
14' 0'
14' 0'
14' V
Standard
4' 2'
5' 8'
6' D'
7' 6'
6' 0'
1 10' 2'
10, 10'
11' 10'
12' 7'
14' 0'
14' 0'
o
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
u P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
0
Hl
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' D'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14, 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
.--I
D rr L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
1 6' 11'
8' 8'
9' 3'
1 11' 6'
12' 0'
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 500#
at each end, Max web
total length Is 14'.
Vertical length shown
In table above.
Connect diaconal at
AN rTW COMPANY
115141 Earth\ City\ Expressway
\ 1 Suite\ 242
\ \ Earth\ CityA MO\ 63045
L
'L' Brace End
Zones, typ.
2x6 DF-L #2 or
better diagonal
T'
brace) single
8,
or double cut
<as shown) at
L
upper end.
`UN `U` Refer to chart jk
xwWAWINCiv REM AND FaLIIV ALL NOTES IN THIS DRAVINGI
xwIWMTANTo FILRUSH THIS DRAWING TO ALL CONTRACTORS D,ICLII➢ING THE INSTALLERSI
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, RefA t1
How the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo si
•actices prior to performing these functions. Installers shall provide temporary bradng pe B
iless noted otherwise, top chord shall have properly attached structural sheathing and bo l
call have a properly attached rigid telling. Locations shown for permanent lateral restrotnt 4
call have bracing Installed per BCSI sections B3, B7 or Bit, as applicable. Apply plates to ea
truss and position as shown above and on the Joint Details, unless noted otherwise.
Ifer to drawings 160A-Z for standard plate positions. '
Alpine, a dlvislon of ITV Bultding Components Group Inc shall not be responsible for any deviatl,
Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship{
;tallation S bracing of trusses.
A seal on this draw4ig or cover page Listing this drawing, 4xDcates acceptance of professional
gineering responsDwUty solely for the design shown. The suitabAlty and use of this drowing
r my structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2.
For more Information see this Job's general notes page and these web sites,
ALPINE, www.alpineitw.comi TPh www.tpinst.orgi SBCAi www.sbcfndustry.org) ICCi wwwJccsafe.org
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hem -Fir
#1 / #2 Stnndnrd #2 Stud
#3 Stud #3 Stnndnrd
Douglas Fir -Larch Southern Pinewww
#3 #3
Stud Stud
Standard IStnndnrd
Group B;
Hem -Fir
#1 & Btr
#1
Do", u Ins Flr-Larch Southern Plnewwx
#1 #I
#2 #2
lx4 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 10d (0.128'x3.0' min) nulls,
)K For (1) 'L' brace, space nulls at 2' o.c.
In IS' end zones and 4' o.c, between zones.
)K)KFor (2) 'L' braces- space nails at 3' o.c.
In 18' end zones and 6' o.c, between zones.
'L' bracing must be a minimum of 80% of web
member length.
Gable Vertical Plate Sizes
rj.t,
} t,
Vertical Len th
No Splice
Less than 4' 0'
2X3
Greater than 4' 01, but
less than 11' 6'
3X4
Greater than 11' 6'
4X4 _
Y I I + Refer to common truss design for
peak, splice, and heel plates,
env": Refer to the Building Designer for conditions
abl ve ti° lei th, not addressed by this detail.
REF ASCE7-16-GAB16015
DATE 01/26/2018
0 ®`war DRWG A16015ENC160118
"°°�`►` MAX, TOT, LD, 60 PSF
1W3/10/2.021
MAX, SPACING 24.0'
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
Fnr I Pt -in VPrtirnlcz
Gable Truss Pla
pproprlate Alpine gable detail for
:e sizes for vertical studs.
Engineered truss design for peak,
rb, and heel plates,
vertical plates overlap, use a
,te that covers the total area of
lapped plates to span the web,
ei 2*2X4
*-2
rrovide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nails,
10d Common (0.148'x 3,',min) Nalls at 4' o.c. plus
(4) nails In the top and bottom chords,
Toenalled Nails,
10d Common (0.148'x3',min) Toenails at 4' o,c. plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load,
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detall Drawings
A31515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END1001ApqpAbloA"'
ts F0Qi
S11530ENC100118, S12030ENC100118, S14030ENC30100//y
S18030ENC100118, S20030ENC100118, S20030E4 Os
See appropriate Alpine gable detail for maxim _ e ql ce ,rdvri
'T' Relnforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
eb Length Increase w/ °T° Brace
Examples
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o,c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 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
wwD4PMTANT, � nuSS DRAVVM TO AND °ALL�CMBPACACTOn aSUDDMG TTK INSTALLERS g l REF LET -IN V E R T
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Ref n( w
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s tys �" ., DATE 01/02/2018
practices prior to performing these functions. Installers shall provide temporary brncing pe BCSI. ' W
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chop /^�, ¢
shalt have a properly attached rigid ceiling. Locations shorn for permanent lateral restraint F s fiE V DRWG GBLLETIN0118
shall have bracing Installed per BCSI sections B3, H7 or B10, ns ¢pplicable. Apply plates to ea
A PI of truss and position as shorn above and on the Joint Details, unless noted otherwise. o "V
Refer to drawings 160A-Z for standard plate positions. awe � _ y.$
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviatla r o®ow opo
this drawing, any fn0ure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin N� �ds��aap� MAX, T❑T, LD, 60 PSF
AN ITW COMPANY Installation & brncing of trusses. 8l a
y P A seat on this drawing or cover page listing this drawing, Indicates acceptance of profess t s,Q � 9 ` j/10/2021
\1514\Earth\Cit \Ex resmay engineering responsibility solely for the design sham. The sultablllt and use of this draw DUR, FAC. ANY
\ \ Suite\ 242 for any structure Is the responsU ty of the BuRdng Designer per ANSL/IPI 1 Sec2, lay �
\\Earth\City.\MO\63045 For more Information see this Job's general notes page and these web sltesi MAX, SPACING 24,0'
ALPINE, ww►.alpineitw.comi TPI, www,tpinst.orgl SBCA, www.sbcindustry.orgl ICO www.iccsafe.org
NAIL 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
D — SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BEL❑WI
SPACING MAY BE REDUCED BY 50%
SPACING MAY BE REDUCED BY 33Z i
DIRECTI❑N
OF LOAD AND
NAIL ROWS
cL �AiAi NAIL
LINE
A
i 1 1 1 1 Bw
B/2 )K
A
C )�"I \.- TRUSS
MEMBER
LOAD APPLIED PERPENDICULAR TO GRAIN
C)K
C)K
DIAMETERS)
DIAMETERS)
AST D `7 4
LOAD APPLIED PARALLEL
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
Bw
C*)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 4,0,MIN)
1"
1
7/8'
2
1/4"
1 1/8"
8d
COMMON (0.131"X 2,5",MIN)
7/8"
1
5/8'
2'
1'
10d
COMMON (0,148'X 3,',MIN)
1"
1
7/8"
2
1/4"
1 1/8"
12d
COMMON (0,148'X 3,25",MIN)
V
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
5/80
2'
1'
GUN
(0,120'X 3,',MIN)
3/4"
1
1/2'
1
7/8'
1'
GUN
(0,131'X 3.',MIN)
7/8'
1
5/8'
2"
1'
C/&)K
NAIL
LINE
o�►
:� _o� o,�► i 4
■■n�zTAITT■R Fu "THISS DRAWINGAND TaALLL �+TIRACACTCRS INCLUDING � INSTALLERSa ; 0' { 0z REF NAIL SPACE
Trusses req,lre extreme care In fabricating, handling, shipping, Installing and bracing. Ref tt:*�at�n , a
follow the latest edition of BCSI (Building Component Safety Infornation, by TPI and SBCA' fops tW R DATE 10/01/14
practices prior to performing these functlons, Installers shop provide temporary brndng P.
HCSI. w C
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m chol �+,
shall have a properly attached rigId ceiling. Locations shown for permanent lateral restraint F sa S 814 4J DRWG CNNAILSP1014
shall have bracing Installed per SCSI sections B3, B7 or HIO, as applicable. Apply plates to ear
of truss and pposition as shorn above and on the Joint Betafts, unless noted otherwise. .� a • `°S( 'r'
A PI E Refer to drawings 160A-Z for standard plate positions. •gb yes `.,�
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatia r eae• m•y(' �gems'
drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin / �a•fe•we 5�\\_\`
AN ITW COMPANYlinst-Itntlon6 brndng of trusses. �ge Ustl g this drawing,
Yx9cates acceptance of professbrol ,d jT(/ �7 ,•r �I 0/2021
A seal an tfils drnwing or cover c.r°l(PA�
11514\ Earthl City\ Expressway ergineerin9 respore&flUty solely for the design shown The suitability and use of this drawkg
11 Suite\ 242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. �dhHC 114�
\ \ Earth\ City,\ MO\ 63045 ----For more Information_ see this Job's general notes page and these web sites
I Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1•,00
Top Chord 2x4 SP #2N,• SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
AW 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 TIC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph. 30' Mean Height, Part, Enc.
Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max .
2X4 X4
8-0-0 max 10-i
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, 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.
WAX Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
Valley
2X4
Stubbed Valley
End Detail
4X4
_��Tf
Optional Hip
Joint Detail
n I T�,u�_4e�
�rrk"�'�mmon Tr usses
n
Al_C;*• ' /,- .';-at 2 o,c, r
Partial Framing
Plan
nDPMTANT" �� rnaS DRAVIM TO ALLAND FULLEIV �rnrTRAC�S THIS THE INSTALLERS. 44 a' 0 4 LL 30 30 40PSF REF VALLEY DETAIL
Trusses require extreme core In fabricating, handling, shipping, Installing and bracing, Refer .» 1 s r TIC DL 20 15 7 PSF DATE 01/26/2018
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) far f w •
practices prior to performing these functions. Installers shall provide temporary bracing per L
Unless noted otherwise, top chord shall have properly attached structural sheathing and both chow A� ¢ BC DL 10 10 10 PSF DRWG VAL180160118
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint o r a f'1 •4L
shall have bracing Installed per BCSI sections B3, B7 or BIG, as applicable. Apply plates to ench�a 0 py {Z`
$' of truss and position ns shorn above and on the Joint Detnlls, unless noted otherwise. p aab+w!'�% BC LL 0 0 0 PSF
AILPI Refer to drawings 160A-Z for standard plate positions. $/
Alpine, n division of [TV Building Components Group Inc, shall no{ be responsible for any deviation npr fts T❑1', LDS 60 555 7PSF
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handUng, shipping, sm wee oan` \q %"
AN iiW COMPANY Installation 6 bracing of trusses..
\ 1514\ Earth\ Ci \ Expressway A seat on this drowlrg or cover page Usti g this drawing, Indicates acceptance of professional 1st JJ//((� �y
:Y P y engineering responsWity solely for the design shown. The suitability and use of this drawing/10/2021 DUR.FAC� 1.25/133 1.15 I.15
\\Suite\242 For any structure Is the responsD�0.1ty of the Building Designer per IWSI/TPI 1 Sec2. ���i,"°(�tt�I�) 7GiY"'
\\Earth\City,\M0163045 For more Information see this Job's general notes page and these eb sitesi SPACING 24,0'
ALPINE, •rr.nlpineltw.coml TPD www,tpinst.orgl SBCA, ■ww.sbclndustry.orgi ICb •wwlccsafe.arg
a
Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00 r
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�"' Attach each valley to every supporting truss with:
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on
supporting truss material at connection location)
170 mph for SP (G = 0.55, min,),
155 mph for DF-L (G = 0.50, min,), or
120 mph for HF & SPF (G = 0.42, min,).
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses.
Bottom chord of valley trusses may be square or
pitched cut as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates
3X4
12
12 Max, I
2X4 X4
I.,— 8-0-0 max
4X4
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, 80% length of
web, same species
and grade
or better, attached with lOd box
(0,128' x 3,0') nails
at 6' o,c,
In lieu of 'T'
reinforcement, 2x4 Continuous
Lateral Restraint
applied at
mid -length of
web is permitted with diagonal
bracing as shown in
DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
XW* 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
oe-nailed Valley
12
10 Max, 1
9
■wVARN NG" READ AND FOLLIIV ALL 1R1TES Ia THIS DRAVMGI
rRWMTANTww FURNISH THIS DRAWING TD ALL COMACT13RS INCLUDING THE MSTALLER�
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re "
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SB.,
practices prior to performing these functions. Installers shall provide temporary bracing
Unless noted otherwise, top chord shall have properly attached structural sheathing and b to
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain o
m, shall have brncing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to e h
r of truss and position as shown above and an the Joint Details, unless noted otherwise. .�
�' Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responslble for any devlotl
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hnndllmg, ship
AN ITW COMPANY Installation & bracing of trusses.
\ 1514\Earth\ Cil \ Ex resswa A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional
Y P y engineering respomssrptty solely far the design shorn. The sultnbdity and use of this drawing
11 Suite\242 for ony struchre hi the responstlMllty of the Building Designer per ANSI/TPI 1 SecZ
\ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sltes3
ALPINEr www.alolneltr.comr TPL rrr.tminct.nrm SAcei rrrch�InAuc+wa awn. irr. ....ter, c....�..
I2X4 4X4
-�--JF
Stubbed Valley Optional Hip
End Detail Joint Detail
mA 24'
/r Common T
BCSI,
�.®w®.wrs�s
�`'� '• l
musses
Partial
Framing
.� r,
at 2 o,c,
Plan
°
�•
LL 30
30 40PSF REF
VALLEY DET
° a
w
TC DL 20
15 7 PSF DATE
01/26/2018
f ahlas �d S'i �� 0�'S
BC DL 10
10 10 PSF DRWG
VALTN160118
4f .
BC LL 0
0 0 PSF
®+e
PI {'T••ewn„ °' �••pt\�`�,
�
TOT, LD, 60
55 57PSF
SfJU ��2�2
ifidnp"i +
DUR,FAC,1,25/1.33 1.15 1,15
SPACING
24,0'
j -er
I VALLEY FRAMING & BRACING DETAIL I
H
R
BC
t/2
01
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 II, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 41-0" for 30 psf (TL) and 20 psf (TD) Max.
ce the Grippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
[gored between rows.
(TYp)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(**) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
3 16d toe -nails
,,.,,, Rc4,nR.. ,r ......RJ ql(C VJCU) 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" Iong
nailed w/ 2 40d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of cripple with 10d f 0.128"xU") 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 wl "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 require
Nails are common wire nails unless noted otherwise H. fyf�f
�V•.' (�EIIVs''
f (A)
I (B)**)
ek/URNMau RCAn Ahm FOLLw ALL TRACT ON TMSDIM raAvTI x •
�TAHTo FTiMaSH Thai DRAVlllti m ALL rnNiRACTLits D1r1I= • TIC ntSTALLERS
Trusses r•q,i-e extreme core In fabricatlnp, harvd&Q, shipping, InstalUUrr,,pp brodnp • ,,,�,,,�,�
9. =
TC LL 20
30 40 54
REF VALLEY FRAMING
DATE 10/01/14
and WeR
felLaw the latest edition of BCSI thAft Co,,porent saf.ty L,formattan.r11 TPI and SBCJt1 faGr� 41
; °
TC DL 10
20 7 7
prnctices prior to performFq these functlom installers stall provide temporary bracing pe% ICSL
hiders rated otherwise, top chord shell have properly attached struct„ral sheathing and boon choetl
shalt have a property attached rioted cekho. Locations for t lateral w
• _
STATE OF
BC DL 0
0 0 0
DRWG VACNV1801015
I�
Q �
slam perm restraint yF
shag have brocFq trutatted per Bcsl sectlom B3, 17 or Ble, as applkahle. Apply plates to eagp f
of truss and position as shorn above and on the Joint Detalls, unless noted otherwise. 4s
• Q ,7
'
s• A L,
^C
BC LL (]
0 0 0
Refer to draslrgs 16M-Z for standard plate posklons. r
AlPkw, a dMslon of ITV Building Components Group Inc shed not be respanshle for any devlatl�j
OA �•
RR T-• -r`�/ �'�
*ee0O.N 1 �•.•• �l
/1N fTWOUAAP�WY
thisWatdrawing, artythe truss In caMrmame with ANSI/TK 1, or For haMkq, st�pl
bracing p� to btild
r
ss�ONQL
TOT. LD.30
50 47 61
A seal a% Ws drawing r cover poor nstllp this drawMp, Mwlcates aouptance OF profrsstornl
solely Ir tie slam Thorthis��
FXZ; "``r'''` '''�ars6"`1'
l
t�
DUR. FAC. 1.25/1.15
13369 Lakefront Drive
Earth City, M063606
For more Warn. -Hon see this Job's general notes page and these web sltesp
ALPM www.nlpkvrKv aru TPI, www.tphrwctorpt SBCN www.sbdndustryg, Im ww.Jc=&fearg
(� �(
SPACING SEE ABOVE