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21'-4" 4'-4" 14'-0"
39'—B"
nalt IS A TRUSS PLAfDERT PLNC ITS Dao® TD AID DA THE OWN-LATIIDI W TR05 E& 1NmmEL TRIES MAWS NO AR[711=L X3 91PFRCEOE no 0DFAM f.
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ON® WeL IA1r AS ACMFM VetAAe li®i Wiarlm AiWOVAL A m
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XWR 9 �n No zrm SEES ANr toW Nt ArRlm Pnl M
AT C&W1M tartR/C16e tr AISSOM, DC
DF®n TE MM I al ltam S Nm Mar e[ S"" Mn a
vac TIE TiittS>a Ac to >M tttq m Avm ttvats
ImmEOl1 z WmA METRIC
rmas W CAP" mra weAA JARAe AriemL[a. AAVR •
mtiE AS AL1nE {m 1 ml LL IL®Irl-®Ila a QrA
g AmfAPN aYaA ANlFltiii oat AFImAQdI P!&VM i4i F317a10
1=®AAt IAi FAW 1E 1101: 0 UM SM EMMAUS AeaMW/�aE
M-M 11tVAe W D-IWA eQ1ASfAs !at lID ituR a TMsai, T ®A
AmQ Q u RRfAtrOdl T AN-u i Afl1st aAtlAlm V� iQ1 W
lA1lAt
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M
WT M S V= NN6 a ae Its Tia36 S
a tN�aA sAaRf WMS
min
FESTTAN
A
REFER TO
CCOONNE W.
In
l
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
PLUMB
SHINGLE ROOF
6 f
f
Reviewed for Code
93 Compliance
Universal Engineering
Sciences
t
Et -1y
1 lkwe L )m a-W-c w,
t. (.1 L AIL& u 17 7 e s—
Total Truss Quantity = 75
Labeled End Mark
General Notes
1) N paaN and trnao. ndrotm ad 11d
¢d.. ItasE Wt roP tiMta P.g t� A..t
ro b r,ttta.a yM.t tiM Ia
2) a&:" roe. ttlltpeal 1147B ldlee titltEba
3) � spa big IS 24' 0.C, vim at
tiea
4) Par Tn A Hda t blb SCSI-61 nmm-ttda52;
Ah j- an AX gMb O.Wda
maxim Aaeiiq 15 O.0 airm thin APat. to
b r-tpw d a mmdman of 21f bleat tMd
=XIVWdruchm
MWMA fbr aw oddltad ermriv
detAL
ROOF LOADING SCHEDULE
B CLL *0 PSF
BCDL = 10 PSF
ION = 1.2.5 PXSF
DURAT
WIND SPD/TYPB= 160
ENCLOSED
BLDG EXPOSURE — C
USAGE —RESIDENTIAL CAT 11
WIND IMPORTANCE FACTOR= I
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Truss member design & connector plates
arc designed torA$CE 7-10 and --in -
forces from both components and claddings
and main wind force resisting systems.
• These trusses have been reviewed to cony an
ndditionallOkpsfnon<o mrcntbottom cbod live
load.
FLOOR LOADING SCHEDUL
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AM REACTIONS AND UPLIFTS
AM SIIOTIN ON ENGINEERING
WALL KEY
8'-8" ERM
® 0
rDFSCRIPIION INIr. DATE
to msc FsAA ware
to MASS tote oar TAM
lot USE
oat ItrNAs
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. N. V.
WINTER HAVEN FLORIDA 33880
PHONEt (SCUD) 959-8806
FAX- C863) 294-2488
BUILDER D.R. RORTON STATEWIDE
PROJECTCREEFSIDS
MODEL 1828/CALT/4EBR
CCA PROJ/MODEL/ALT
7AG/ 320/182ED.F/ 02
ALT DESGW MZG RM TAO 10 CUI MIDI
OTC 9408 POTOMAC DRIVE
LOT 112 BLOCK
DESIGNER
R S
PAGE
1
33117
'645O4L
1 4 "=1'
e�>
0
N
KV
N
21'-4" 4'-4" 14'-0"
39'-8"
iN1S 18 A TRI�PLTA67EAT PLAIT TWS M32" 1R.
rncmm "eve �ntvlY d u itaTMJ[SMl eF rea�c t� nraL� • ARQafFT11RAC OE D[i7afiQA DE IIIfaFS1aRG 31F4RAI1 ES7E IIOWF]R6
CrIC
MLR�LT ®msO.'iill ...T —•' —__ ..__.
aR al N.1DL Its!>$ 1r1MWf Ntr IIQ t>f7d LGI
=G V/LL3 Naf E IIImNlklf ®m TO CMQiM M 181A
ML R= 9MlL E'rNM t1 zM ,1LLTi IIAa & /Ia at saava
sari M,P ldC IItL rRan IOI M
Swim v M E LLGUtm tatldlf Ifali Kano MFiOVAL ry
�Mtlldf AT 1L11aa:IQ6 a' IMEM A M
att� sT M iMls a tatita Min a4T E VRntz na a
WnM 7W 11\I!$ fm >O? p Seal 10 AVm IQAl16
�paa
I�
tmmmll >E Vai1 lal.Tala
mac K &MOM Las raom m M almaoam E WA
l�m•Ai W PMitm E ISIWm]Ita muL M K21AW LaaMMlmlfE
MWW a/Ms CaBI 10@IfAs JMfN iiaemlaf. ME T
MILE1 E Vi Ilar/ T M1f0 6 ,IVa.V�a Wai®1 CMTi�I Wi W
E A�lAR61 W= m1no In ml Ar1e11Nam P mm Wi EEid10
NQiW )DNIPMQIaa Q: f01v[® Ot OPUOIIQ lmRlKl06 v
Mfil LLiVM W GYf/M s"1iQfq /al lai TMfm a laa117. 1' ®L
CSTNt d 11IGAa 7 p mdaa! M,IP3 E M[ lat its 2
IsiMi E 11ca70timA MLa05tWM>:
SLIC
aC f/1-03-sN1
PMM MfMI W MaM1(96
REFERTO
PAM FOR
CONNEMOK.
0
h
1 -a+
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
SHINGL_Eg ROOF
6 I
PLUMB
Reviewed for Code
Compliance
Universal Engineering
ED Sciences
TV) IC
�L Lt L A-(LC*a t'1S
o
� J iRa, a
-10
Total Truss Quantity = 75
Labeled End Mark
General Notes
1) N ITV dead btmm Ilal btmm atd 16t
2) to he skr a WM tltdtea ddwy P
3) tMota = Waftb 2V O.C. ohm otbMtd i
4) Pr Tnm Plat , 'R ,• DLSFSI taatMsdodan
pam a X-haft dtadd be Placid at a
. IM&M. sprig VT O.C. aatlal 8M epa, to
Xb-6tsArWnWtlraud�ioaut Maw each
d. rter b 8 9�t tar aq odMW ho lq
ROOF LOADING SCHEDULE
TCDL = 70 PSF
Bal • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.2ti R
NAND SPD/TYP� 180
ENCL03ID
BLDG EXPOSURE — C
USAGE m PJMENTLIL CAT II
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 8.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Tmm member desiv & connector plates
are designed fmASC7-1a and mazimmn
fortes from both components, and claddings
and main wind fomc n bng Systems.
+ Tbes trusses have beennviewe1 to carry
additional 108 psfnoo<o u,rentbonom chin H-
Ioad.
FLOOR LOADING SCHEDUL
TCLL PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF D=GNED FOR
SHINGLE
AM RSACTIONB AND UPLIFTS
AM SHOW ON ENGINEERING
01 WALL KEY
0 8'-8" CEM
® 0
DESCRIPTION INIT. DATE
tw rs nrn rvaru
Ma NK lain RtT 7AVm
taa M11[ Jn1 maim
LOAD/ DESCRIPTION INIr. QATE
t� M..a,
t� W IMU
01
MCARPENTER
CONTRACTORS
OF AMERICA
3900 AV(N LE G. N. V.
VINTER HAVEN FLDRIDA 33880
PHMZ (800) 959-8806
FAX, (863) 294-2488
BUILDER D.R. RORTON 3TATERIDE
PROJECTCREEKSIDE
MODEL 1828/CALL/4EBB
CCA PROJ/MODEL/ALT
7A5/ 320/182ED,F/ 02
ALT DESGW 101% MWI T/1018 01r IAKU
OTC 8408 POTOMAC DIM
LOT 112 BLOCK
DESIGNER
PAGE
RES
1
3
31 17
L LANN
334504L
SCALE
1
Builder:
ENr31NEER1Nr' �A�KA�E
DR HORTON /STATEWIDE
Project: 7A5/320 CREEKSIDE
Model/Building: 182ED,F���
Lot Alt: 02G
Lot. 112�.__w�___.�_�.___� Block: ,�..�.��_, Unit. �..._�-.�
'
Address:
r, jl
JobNumber: N. ........................................................................................
Revision Date: New Load #: JR101
CARPENTER CONTRACTORS OF AMERICA, INC,
3900 AVENUE G. N.W.
WINTER MAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ALPINEE
March 13,:2019 AN rrWCOMPANY
Bob: Midliaelli s
CarO&ht0r'C0htractbr'*s OfAm6riba,MG.-
,390Q AVenua G, Northwest
Wint6t HaiVe-n,;FL 33880-620.1
Re: AltprnabiVe' lhstAll6tionsfor a single pl� carried truss with a width less s ..s than the 'fOrfOhanger width,
hvalueb* wood.blodkinglqPc ieV6 fUll design load : face-rrid.uhto.d.'heinger�attadhM6nt on. a one ply
.supporting girder.. (RE46f6h66 detail WA3M2)..
Dear Bob,:
.Fora single ply carried truss 'with a width less than the hanigee.width -you can ..install *.p.prefabricated . jack
scab truss: C').fprWQod..fillerl lockihgi. The, c'hord':sizes,:.qhqrd..gre!Oes, and to -
be the. as the sirigle:ply'.camOd truss. The prefabricated JO*&§dAb truss (*):will have a: minimum
jejngfhqf 48 and will have a !ngpqMP2 M....itdh-:of:511-The single ply. Pprri d Icuss shall have.a. reaction of
3,500* or less. Attadh prefabricated.ac'k:scab,tr.uss. with: two. 2) rows of 0.128'Aff"Gun Nails at,27
.,qLro -stpgger6d T':(See Figure 1 bdl*dWl. Pl&as6.refer to the Simpson Stro CatCQ, C-C
..page P: Figur.e:3 . for more informationi.,
Figure.."I
Fora sing'.16 p ly,'g.ffd e'r that requires Woo dblocking to,c"idh1eve:JUll design load Valubforface-mounted
hangersk face of the -a#ach one wood block 191�e back single: ply girder with the, same size. and
.... .... . .....
geade..a8**th& bottom. bhbtd. of the single. ply girder. The.woodWhood: block length to be such th8t.theWbdd
blodkirig.-extends to each *- adjacent: panel Obihts(Webs.afid b6Aom. chord intersections): Attach wood
block! (*)w -rows x3.0" Gun� Nails dill b per row,. staggered. 3.0 applied to the
6760 * Forum Drive Suite, 305, Orlando; FL -..(863):-42278685
mwmalpineitm,com
ALPINE.Ma�COMMW
single plygirderfqce; with an additional (20) O,T,2'$��x& - W-Gun, '.NW!s a�panel Point applied --each to `the,
wood. blo&k.f.-Ibe $6e Figtl r62, below). : : Please . leasei refer . to the Simpson Strong -Tie
-page 216,. FjgUrb.l for iftdr& irifoftnation.
Figure 2<
..... ........... ......
The -application ofprefabricated j"a'ck''sc6btruss for Wb.odfil]6t:blocki"nd:or wood ,bl*ockin
._q to; achieve full.
design load value for facewmounted h6nqers must be :approved by_the-har a .. . ..dw re manufacturer
All edge and end distances, and. spacing: for . all nail connections must. be suffiduint to pteVehtsplittirig of
If I canbe of any further assistance. -or if you have any.questions., Dlease7give -me a -call..
-P.1 A
Wilfiam K Krick.P.E...
-Chief Enginieer,
Alpine Company
EAglftee.ring PepartmOrit
Orlando, FL
6750'For" Um' - DfiV& Su_it6-;3061;0'r'1afid6,..FL 3282.1 - (800.y'.521-.9790 - (863) 4.22-8685
pm
ALPINE
WrWCOW-MW
April 261-:2019'
Mr. Bob Michaelis
Cgrpehter Contractors -of Athe'ric"a, Inc.
Avenue'Q; Nor0'wpst
Wiritet Haven, FL 33880-6201
Dear. Bob,.
.Rb' Strowba& bddgihg.bh fbbftrugset.
I understand*-thete is some. concern over oUrtecbrntnendati6ns f6r.strohgb6ck- bridging on foof'trusses,
$t(qn&gck bridging for roof trusses. is n.ot-a , -"requirement of:ANSI-TPI 2014.norfs itrequirement re uIrementof the
Building ConIp*orIont Safety lnf6rmatio6`.(66816, But strongback bridging roof- tru,§8eg is
,recommended: --a pi� Of Am- " -�_# recorn e.d'ed, b C prida—S ,Oog*k bridging _,,sq.NOs.thq following
functions:-,
One, bridging aligns the bottom chords after. they: are- set .so. they are uniform. along the ceiling
6.4:
fine and i Y.
Two; bridging reduPe$: f6lativ& d6flecti6h of adjabeifit-IfUssb9:,
Strongba.ck: bridg'ing.doei's: not: -prevent or reduce -overall individual deflection, especially pecially -any_ rooftrusses,
deflect _g.m.PLP._than 1XI inch.
Si bridging in roof trusses
rongOaqk- t ss6s does 'not serve as terriporary.or p6iTria'nerit: bracing �ariq Is not.
i 'd6d t6 . 1 16 between trusses. C. 'have:
Men .distribute. or design loads, betW Consequently, no dpsido load$
been accounted for Vith this. detail and donfihUbLis- §tr6hgback -should: not bd:attai c*hed between-
coenerion and , '-. '
9irder trusses: The use :of strop. .gbac K bridging � sfi,.,. Anotinterfere with other design
considerations as specified .by the Englhebr'bf Record or the Building: Designer.
Th& outer ends .ofthe girorig'.bac*k- bridging shall . be. attached...to awall or anotherzecure end. restraint;
t; -of
aP-.sppcifIed:.bY the Engineer of Rkotd6rAlid BVildinR.Ddsijh&r..
Str6nig'back- bridging shall. be a- minimum :of 2X6 horiiiriat tuin`b6r. orierited)AIJ the depth vert; ' 2 ical-Atfit(ch
W1 (3) 16d :common, nails .(0j'62"x3-51 nails at:. each intersecting mernb&. When extending the
bad .minimum The
.stron k bridging overlap by At. a.min -of two trusses, caflo k 6';d .g tru. 0 _.!I of. Me. §tron.g.bac : bridging
maybe specified by the Truss Manufacture"-,. Efi&ie6r, of, Record,. or Building De§19II-er. Please (e ref&to.
BGSI "Strorigbacking'ProvIsions' qr..tq-.Alpine:8T K8R-l8k-T014 detail for more. information. The. graphic
IdIku&At showh (ributei-A) 1sf6rgen.6rI -1 IV.&purpose only.
,6750 Fbrum DriveSuite 305, Orlando, FL 32821.- (800) 5214790i.- (863)422"8685
ALPINE
IN I -A _%J. I U L_ 1. % L I- `..l V . I :. )j
RgLqej.
'If Lcan be of any further assistance' or-ifyouhave:-ariy. questions please give. me a can.
s
VVilliadi: H. Knck- KE''.
phief'.E:ngi.peeT
Alpirje an ITW.:.Co.mpany
Engineering Department
-Od4nda;. FL 3282.1.
6700. Forum Drive Sbite:366, Gr(6n'db,- FL 3282l (800) 521-9790 - (853)-422-�9685
www,alpirijBJ .cOrn
.1,
STRQN6BACK :.BRIDGING .
BUT ' STRONGBACK
BRIDGING IDGET14ER
ATTACH SCAB WITH 10d;BDX/GUN
"D 1 6. 14AILS. IN 2 ROWS` AT
.61 D.C.
SCAB: NOTE, IN LIEU. DF- SPLICING AS SHOWN,
LAP' STRONGBACK'BRIDGING MEMBERS
FEIR*:AT LEAST ONE TRUSS,,SPACING
ST-REINGBACK'SRIDGING SPLICE
9TRI3NG'11Atk EM-b'GING. ATTACHMENT ALTbRNAT'I)/.E'.S'
ANffW4MMN
73727.RW*dm*s
SMiq 200
Maryland Heighti, MO 63D43.
RECOMMENDATIONS
ow- All scab7-.on blocks shall, bea minimum, 2x4.
'stress qr!qqed lumber,.#
Im-All stnqngback bridging and bracing sh,6L( be: a.
minimum 2x'.stress.,' grade.61 luHide;r.'
►The ipurp.ose- of strondb.ack bridg1hp. Is. to.
develop toad sharing between In-elk(ld U.* 1. 1 trusses,
resulting In d 7 & L( -ea!!�p In the
an �oyera . nck .
stIffy-iess-.:of, the. floor. system i 2k6,
st?,ongback W-Idglng; .positioned . ,ds. shown In
details, Is recommended at 101 =0` -b.C. (Max,)
t---The- *,erms. 'brill" [rid' :and :'b*r-6cing" times
g . ..,. are. some
mls.takenly: used: Interchangeably, "St Is qn
Impqr..t,6n*t structurod requlretn'ent-.bf Any. floor
Or roof -system. Refer A R.e r o the: Truss. Design
Dr.i�*Jng (TDD) f &-. rL,.quIr.'&ments 'for
e6ch'In.diVI'dUa( truss compo . nent, BrI - d'gI
particularly 'strongbqc:k' 1drIdg!t?g` As a<
recommendatJoh for 'a** truss syster to. help
c(ontr.PL..vI6rjm'tIoY)'. In: addition n� to qIdIr1q..*In . the:
distribution of point* lbacls between adjacent
z -.truss, strongback bridging serves to reduce
NG ,
4TS
-d
13 0*35)
14 mW
r P*&)
vounce. point Or reslqUal I.bm.r0,.s.UVc1ngj, from
Mooing .0i. . t l6qds�j, .5.
. :* Uch as'footsteps: ..
The Performanceof all 'floor systems -are
enhanced by the. lnstaltqt(oh of -s *+ r 6 nig.4a.c k
bHq(gInQ and -there'Fordli strongly recommende.6
by Alpine.
For additional InPdk',m6t*Ioh k'e0q)';dIng. 137trongbqck
bridging, ref4r t, O.ajosi (Building Component
Safety Information).
E
L PSF REF
TeS DL. tPSF DATE
N6. t8.611 �%
.1IC' L PSF DIRWE
F.. D PSF
. wuh. _9
di.
_.._......_....:W:..._....._ .......,._.__ _........ ._._� ,..
r '.x i� � T: if :��Ns.'��U:87xoN--:-E-R•T-A�. 'WISHING. MORE
:;:mi Tv ft�hQ1�1C�t�
..W...4c NTRATE 4, i ':Q`�1 .:`:Tt ; UFsE? `l '- •f 3C1r :-0MS�`�iCi�'1' ON �:fr�*MSIAL..
QVIA
owl
SZE -APPMQPR't4Tk : A:' �-' E':p1 N ` lA :.� 19R t� .A. PLT S AND.
? NdEf LATH 00T.. PROW
1$fi -' .1 i. 'Afro �.-XgQl?:
1� "� q l it •�3p' s ' 1 I j "±. �. r : �'•. f�7.. ia1�a7'tltt R�X FX JID R'� wis. Ykirs
T;A4 T. 0R.br
i� Y
_ •�". �iaA-rye. i��u��c � �q �[��f 1;.k'�si�e:�� • -. .. ..
r.
L. _....:
t
.- .:. u��-.r. c,3t.;,r.�....�.�;.:+mii;.'-dim -er:.•::;r:��.ur- - . �- '.i�d5�=•_. .'•�.:.-w;J•c•.::._:.=-�••-...• ;r.: - .ti'^M-":"-"'": :,.�:..� .
AXA1•.:K •.: � :�f �'j
�rytO 4g.
_
so
— ����•
1 l•
CR
UP�r�
Lam•'' { I:JtiI•��'.. �". � '+ .... �' « , .. .: _ �! ' ..... .
I
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or web member,
This design Is valid only for single ply trusses with 2x4 or c
2x6 broken members, No more than one break per chord panel t,
and no more than two breaks per truss are allowed,
Contact the truss manufacturer for any repairs that do not ;.
comply with this detail,
(B) = Damaged area, 12' max length of damaged section
(L) = Minimum nalling distance on each side of damaged area (B) �f
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Apply one scab per face.
Minimum side member length(s) = (2)(L) + (3)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' o,c,, rows staggered.
Nall Into 2x6 members using three (3) rows at 4.' oz., rows staggered,
Nall using 10d box or gun nails (0.12810', min) Into each side member,
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade 91 and MSR grade 1650f.
This repair detaiL may be used for broken connector plate at
mid -panel splices.
This repair detail may not be used for damaged chord or web.
sections occurring within the connector plate area. l
Broken chord may not support any tie -In loads,
S.
L
4' o,c
Typical
+ o + v + o + o
o + o + o + o +
Stagger
+ = Back Face loci Box (0.128' x 3', min) Nallsl
o = Front Face 2x6 Member
- Trip�ee R w Staggere
Nail Spacing Detail
Member Repair Detail
Load Duration = 07
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#
10551t
1495#
1745#
Web or Chord
2x6
1465#
15B54
2245#
2620#
Web... or Chord
2x4
30'
1910#
1960#
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
43954.
4500#
5225#
5725#
Web or Chord
2x4
4es .
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
i
Minlnun E L
L Disto.nee
Mlnl un
L Db:tnner
B
PaVARNINfd•• WAD AND rof l.W ALL NO= W THIS MAVIN01 REF MEMBER REPAIR
awWORTANTIn FURNISH THIS LRAVM TG ALL CONTRACTORS INCLiDING TW 1HSTALLERS,
Trussrs requlrr mitrent cart h ►abrleatlnD, hwdift. shlpplln� Insialll and broclno. Reftr to and DATE 10/01/14
/altar the tars. A.I. or lest GWOV eonpwrnt Safhy n orartkn,(y TP! and SHCU for sat•iy
pprrroaeikes prlar to ptrfornlno iMse func Lana Into lens shod provide �tenponry �brseh pr 7CS1,
Unless noted othorrise, iop chord shall have properly attached structural shtaihNlD on�botton ehard DRWG REPCHRD1014
r shall have, a properly aitacFted W crl1I��,. Lacatlons shorn For ptrnonent lateral restrohl of robs i
nI.PPON
"it hove braehg hrtalled per �I stcifar+s la. 17 or 71D, as appleablr. Apply platts to each Face
QI 1of truss and posltlan as shorn above and on •1hr Jolni 312UU) MtIs$ hotm otherwIsr.
Ll_Ref■r to draah0t 166A-2 far standerd Plate peal{Ians,
Atphe, n dNlalan of ITV 1u1dh0 Components Oro Inc. shalt not be rrspanslhle For ary deviation iron
All IiSN CAMFANY SWss drawing, any fallure U bU1Ald the truss In con�ornanct rkh ANSI/TPI. 1, r for hondih9. shIPD1 0.
nrtallailon L •{�roolnp of irueses.
A sesl-on tYJs drartop or aoVer pape lwtft iNs dra■hp. lhdeaies aec•pianer of prafess{onal A
.nphrer�,� nsponsibtlty, solely for the desgn shorn. Ths sWtohllty and use of this drae4+0
133aD LskehoPl Odra For any siruetwe Is iha rnponsbUty of the R LcIng Dtsipntr per ANSInPI i Seei.
Es�lhcNy,MOB3e45 For nor. Infornailon sse this lab's penrral notts ppaCCr and I.
r•b sltesl SPACING 24,0' MAX
ALPIND rvr,N mltr,eani TPh vrrtpvtt�oral S,CA Mar,sbelnduslryarp, 1cG wwvjcesafs.erg
4+.
V-ALLEY'F'M.`. I MJ:N0-.&.MfZA-01N
Lurnbev Size and G'radeAlnumum Requirement
1 !.2 SoGt+,.m
-:RO�A-Ior 6 or
4v utter.
Purling
.....F., tEdIION CUTPAAALI-EL Tt VALLEY RAFTER
RIDGE
BOARD
axi)
J'n-f-M UNDER VALLEY -FRAMING
VALLeRAFMR-.OR RIDGE
CEO
+Crf poleb,40-W'Idr,36 psf tTVA' n'd'26 psf (T.DJ Max,
spa r0WZU1ftJ fMm.thd vdilays bf,GlGOPQM
are
S1aQ'§Gr0'bqtweq. rows,
21 b" O.G:(Typ)
7F .. � -
w.
.ALl,E: 'Ra',0:V .pl NGori:i
- -Nq'L
4 X6&tod-
-AEE-CPJPP.LE.- -C U J,: -fik '416due,
BRA 3. W�Ole.bita
-rc a
1/2
4.
4, OiVy L**:.;kXSPA'CIHG 4Wm.7PIQAL fyplbAL- W.6'.
R 0M?WtiYtar.Two 20 sleep-P. 41680L
4*2:OdtdL
::Rjdge:bohr&jQ-T.0Of bldck 4 115d toe-
4 lAd-toe7
CEMAS RECID.F.01�inr, .7.
4. 5 S. 4rufflif to (TYPI,
.!5.
rnlu -to dtljil�.Ie_
.kt4.OT�E4ULitkD.iF,'.SLEEPERS.ARP- USED)
A 9L c .13.
0 ;. K 1 9. 0"T. �_:.S, - NCITE;.104%(!DA6:!1!' .4' -� dDMW�N- NAIL§
CqUARSEAM,-FEVERY MRA
FAIR OF RAFTERS
a
-valloy Weigh OV- 6. Ap . ply alNiE
MitxIMu(n nrfinq'rdf halght; 3,0.fueL
On A' Max�ntum DilIGEN1.0
OFASCS-T-10, W MP. En iLxp
Iw�,R
P
tr,qfngdls are
If sleapomore.nol used,.
, as
Atdra
Iciq.,t , o.&Zrrant NDS'vyllrem0xfs;
i unl�Abii6tedIfte
0
.14.
sa i. �fi
I
vr
ixt
nitnw� 1"' T. Ad 40 54 R;- Lm PAA-kilid
nx*=; *M WAVM TO .-=M'* Mw,ui-!TAL1 J. No. 10 661
Cv. -TC DL 10 ZO 7 7 DATA' IO/qljl'4
y 1pphrd, S41w, fodw iA
tt".m" 4 w;057t*g0k'r t
_MAt '
DRWG V-ACNVI801015
sFioll=Z-33'.3 -e
- "A 0 .0 0 0
=.I. I-. F. -.9TAT q
owt! h�4147 '&UIP w rl-44 .0 a 0
Rorpik- wa**v-*w'16K-2; fr -mUmli-d Oubt p.05WFW:
! 'TOT. WjQ 50 47 61.
AN TIrW0xWvM
'o-
--tfiv 4g *--iv. *Ac%*'%..
f
salsly•poi one..*Vi& L
frM* P
RX.M
.13�DVS
Face -Mount Hangers - 1-Joists, Glulam and SCL '
i n e ' • '.
... --...._....._..._........-_._..........---.........-..........................._._......_................._.._.__...._............---..._............................._._.._...._......_............---._.._.._....................................................._._...................................__...........---._..__..._.._.... [
These products are avaibble with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
LA
A
Actual
Joist..
Model
Siz6
No.
Z3
IUS2.56/16
21/z x 16
MIU2.56/16
U314
HU316 / HUC316
MIU2.56/18
21✓z X 18
HU316-/ HUC316 "
21h x 20
MIU2.56/20
Regd,
-
f '
Uplift
(160)
Floor
' (1q0)
Soowt
(�15p
Roof,
(125y
Floor
(too)
Snow
Roof
• -
25/e 16
2
Min.
(14) 0.148 x 3
-
70
1,660
1,805
1,805
1,425
1,555
1,555
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805
' 555
',555
1,555
• -
29/6 106
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
• ✓
29/6 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
• ✓
29N j 141A
21h
-
(20) 0.162 x 31/z
(8) 0.148 x 11/z
1515
2,975
3,360
3,610
2,565
2,895
3,110
IBC,
FL,
- `'�
29/a°�';, 17%g"-
2'h
=°
` (26)-0.162 x 3Mi
.•, (2) 0.148 x 1 �/z '.,,
230,
.3.745
`4,045I
4,04513;22
b;486.
3,480;
LA
• I - 129/6I 193/e 121h I - I (28) 0.162 x 31/z 1 (2) 0.148 x 11/z 1230 14,030I 4,060I 4,060 13,46513,495 I3,495
29/16 x 91/4
to 26
r
29/6' wide joists use the same hangers as 21/z" wide joists and have the same loads.
"
MIU3.12/9
3'Ya 91/6
2,/z
-
(16)<0162 x31h -
(2) 0148 x 11Iz
236
2,305
2,615
2 820
1,980
[2,245 i
2,425-
3"x;9 ha
=HU210 2=IHUC210 2` „
."
' ' ✓�
3'h = "8' e � .
21h
Max
, (18} D.162 _1/ ,
(10) 0148X 3 ,'�
r{ 5
2,680
3,020 `3,250��
2.305
2,605.�2800`
IBC,
MIU3.12/111-1-
31/a 1 11'A
21/z
-
(20) 0.162 x 31/z
(2) 0.148 x 11/z
230
2,880
3,135 13,135
12,475
2,695 12,695
FL,
3x1-1/s
"""'"
HU2"12 21 HUC212 2
-"'
'b ✓ '
s
3',/a'j 10 /c
i
`2 h-
tvfax:
i
""(22) 0.162 x 3 /z
(10) 0.148 X 3"""
,.-tc
955
`3,,275'
3;695
3,970"
2,820
3,180
3;425'
"LA
HU3.25/12,1HUG&25/,12
•
�� ,%31a.
`11?/4�
.2,,h;�="
,�(24�0.162x3,/z,
(12}0,148x,3„
c �.3i570
4,030 14,335."
5;:3,4]Q
3,735°
� HUC3.25t 6. "
•
31/a o J3' e
2?h.
"
Min
(20)Q16'3'h
`
59
'560189HU3.2516
2,
3,105
-
)vlax
=(26)1.162 x 3'IX,
(12) 0148 x 3 A �:
r ,
3 870
4';365!i
4,695
3;330
3;755,
3'/s glulam
HUCO210 2 SDS
3'/a 9
3
=;
(12) ,/a" x,2,1z"SDS
(6)
,/a" x2'/z'`.SDS
Z �'
1 15
4,315',
,�} eta
'3;£ 0{"
ip
i 71! ;i
FL
HGUS3:25%10'
;''
31A 1, ",8% :- �_
"" 9 '
-
,;(46) 0:162 x 3,/z'`
.(16}
0 J62'x�3,Jz=�
.4,095
9,100
9,lOOjf
9;100 �
7,825
7;825 �
78251,
IBC,
HGUS3"25/12
3'/4 Y 165/a
4':
-
1
(56) 0.162 x 3 h
1
(20)'0:162 x:3 h.
5,440
9,400
9 400`
9 400
I 8085
8;085
'b" `
, $085'.
FL
LGU3.25'SDS ' = ' "` - 3ya 4; 8 to.30 4?/z : (16) ,%n" x 21/z"SDS (12)1/a' x 2'/z"SDS; ,5,555 fi,720 r.7.)j , t1 j i 4,840
HHUS46 - 35/a ; 51A 3 - (14) 0.162 x 31/z (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 2,395 2,715 2,930
/z x 51/4 31
HGUS46 - 13% 47/6 4 - (20) 0.162 x 31h (8) 0.162 x 31/z 2,155 14,360 14,885 15,23013,750 14,200 , 4,500
HUS48
31/z x 7,1/a HHUS48, •
IUS3.56/9.5
MIU3.56/9 •
U410 •
HUS410 •
HHUS410 •
3'/z x 9 /s HU410/HUC410
HUC0410-SDS •
HGUS410 •
LGU3.63-SDS •
MGU3.63-SDS •
II IC4 saMd 5151 -
412
• -
35/a 9Yz
2
-
(10) 0.148 x 3
-
70
1,185
1,345
1,455
11,020
1,160
1,250
•
-
39/6 8''a/ie
21h
-
(16) 0.162 x 31h
(2) 0.148 x 11/2
210
2,305
2,615
12,820
11,980
2,245
2,425
•
✓
39/6 8a/a
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
•
-
39/a 815/16
2
-
(8) 0.162 x 31/2
(8) 0.162 x 31/z
2.990
2,125
2,420
21615
1,820
2,070
2,240
•
-
3% 9
3
-
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,5F,5
5,635
6,380
6,44514,845
5,486
5,545
•
✓
3% 85/a
21h
-
(36) 0.162 x 3'h
(12) 0.162 x 31h
3.235
7,460
7,460
7,460
6,415
6,4151
u,415
•
-
39/61 9
3
-
(12)1/4" x 21/z" SDS
(6)1/4" x 21/z" SDS
21265
4,500
4,500
4:500
3,240
3,240
3,'L40
•
-
35/a I 91/6
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
17,825
18C,
•
-
35/a 8 to 30
41/z
-
(16)1/a" x 21h" SDS
(12)114" x 21/2" SDS
5,555
6,720
6,720
6, 220
4,840
4,840
4,840
LA
•
-
35/s 91/4 to 30
41h
-
(24)1/4" x 21h" SDS
(16)1/a" x 21/z" SDS
7,260
9,450
9,450
19,450
6,805
6,805
6,805
•-�35/a
11?/a'
2'.'-
(12}0.148'x3
-f1.
�1,420
1,615
1,745122017;390',1,485
e -
39/i6 11?l
2,�z"
=- .
(20} 0,162 x 3'Is,
(2) O t48 x 1?/z
210r:
,T,$80
.3,13513,135
2 475
2;695
2,695
i.1�oz_1"
an:.
o.',
-
tialnda�✓�Su.
«1n na
?rS•'7Qnr�
rals1na�nii'ounla°�e1Fl�e�
46
See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
�G`�EERfp
W ®a0
�j
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
CSee Corrosion Information, pp.13-15.
v Installation:
d
Use all specified fasteners; see General Notes.
O The following installation methods may be used:
U
N Top -Flange Installation — The straps must be field formed
in
over the header — see table for minimum top -flange requirements.
1= • Install top and face nails according to the table. Top nails shall
"a not be within 1/4" from the edge of the top -flange members. For
W.. -----the-THA29; naj!s,used4or-.joist attachment must be driven-at,an-----
ca • angle so that they penetrate through the corner of the joist and
EE
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
entirety 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, THA21.8 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
3s/e" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
Il 113/a I for
THAG422
'for
422-2
426-2
Vj THAC422
11/i typical
21h' for THA422-2
and THA426-2
THA418
21/4''I
r, / N
IV
c
W.,Y2w
THA29
Double 42 - 2 face nails
Use full table value (total)
Single 4x2 4 top nails
Face nails Top nails See (total)
nailer table "" *.
pertable per table
s Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of head(
® Double -Shear ir '
Double- Nailing Dome Double -Shear
Shear Side View; Nailing Side View
Nailing 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
rypluul 1 n„ca
Top Flange Installation
'er to
tnote 5
p.187
.86
THA/THAC
Adjustable Truss Hangers (cont.)
15 These products are available with additional corrosion protection. For more information, see p.15.
0
THA29
18
1s/e
9r'fis
5Ys
11/z
—
(2) 0.148 x 3
(6) 0.148 x 3
1 (4) 0.148 x 3
525
11,750
1,710
1 1,750
450
-1,330
1 1,330
1,330
27/6
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
21610
2,610
2,610
450
1,985
1,985
1,985
iHA2113
18
15Is133i9
5Jz=
2
(4)0t48x"3
(2)01403
(4)0.148111h
110
1, g0
141G,'.
THA218
18
15Js
17146
51/z
2
—
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 11/z
1 460
1 460
1,460
—
1,110
t 10
1 110
IBC,
THA218-2
6.
3'Ja
17'tis
8 "
.2 " ,
`- `
(4) 0!162 x 3'h
(2) 0.i62 x 31/
,{6) 0.1 48 x 3
i s
�.
13�3
! 1 0 �, `,
a9u
1 -1 a
i o15 i
:. ;.
FLLA
THA222-2
16
31/a
22Yis
8
2
—
(4) 0.162 x 31/z
(2) 0.162 x 31/z
(6) 0.148 x 3
—
1,960
1:995
1,995
—
1:490
1,515
1;515
THA413 ".
18"
35/a
;13%
4Jz'
2<"
(4) 0148"x3 '
(2) 0.148x3'
=(4j O'148x•3
i 3
1
1 s3[t "
—:
1;16o
J0,5
THA418
16
35/a
171/2
77/s
2
—
(4) 0.162 x 31/z
(2) 0.162 x 31/z
1 (6) 0.148 x 3
—
1,960
1:9951
1,995
1—
1,490
1,515
1;515
THA426 14 35/e 126 1 77/a 1 2 1 — (4) 0.162 x 3'/z (4) 0.162 x 3'/z (6) 0.162 x 3'hI 12,43512,4351 2,435 1 1 2,095 1 2,095 1 2,095
THA422 2 4 .7Ya � 22r11/s 9s/a . 2 — (4) 0162 x 3'h ;(4)0.162 x 31/z {6) 0;162,,X 3'h i 3,330 3 330 3 330 ::2865 '2,865 2,865 FL
THA426 2 14 71/4 261/sl 93J4 2 (4) 0.162 x 3'/z (4) 0.162 x 3'/z f (6) 0.162 x 3'/z 3,330 3,330 3,330 111
— 2,865 2,865 2,865
THA29 118 1 1 % 1911/s 151/e I — 191'/6 I — 1 (16) 0.148 x 3 I (4) 0.148 x 3 1 525 12,265 12,265 1 2,265 1 450 11950 11950 1 1950
THA218 18 1 15/s 17-5651/z 1 17Y1s 1 (18) 0.148 x 3 1 (4) 0.148 x 3 1 855 1 2,450 1 2,450 1 2,450 1 735 1 2105 1 2105 1 2106
THA218 2 `16 31/s 17"tis 8` -14% (?"2') 0'.16 2: x 3'1/z (6) 0.162 X 31Iz 1 855, 3 3f(3 .3T"0<', 1t.}" 1 595 2j ? 8, ;'v ,i 5'•; IBC,
FL
THA222-2 16 1 31/s 221/s 8 1 1 141/s 1 (22) 0.162 x 3'/z (6) 0.162 x 31/z 1,855 3,310 3:310 3,310 1,595 2;845 2,845 2,845 LA
THA418 16 3% 171/z 71/. — 141/6 1 1(22) 0.162 x 3% (6) 0.162 x 3%J 1,855 3:310 13,3101 3,310 1595 2;845 12,845 2,845
THA422. 16 35Js 22 {"77/e 14%s (22} 0:162 x 3%z (6) 0.162 x"3'h 1 855 . C iIO 3 = 1 95 2 4 2 Rv v
THA426 14 3-A 26 71A — 16'/s — (30) 0.162 x 3% (6) 0.162 x 3'h 1,855 4,415 14,480 4,480 11,595 1 3,795 3,855 3,855
THA426-2 114 171/4 I26'/sl 93/4 I — I 18 I — I(38) 0.162 x 31/zl(6) 0.162 x 31hl l,855 15,520 15,520 I 5,520 11,595 14,745 14,745 I 4,745
1. Uplift loads 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 11h" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 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.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Ooist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
FL I
LUS/MUS/H US/H H US/HG US
Face -Mount Joist Hangers
5Go, This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost or a combination of these features.
b
."
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS dangers, feature
innovative double -shear nailing that distributes the load through
two points on each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
Nbt designed'I'of wei`dea'or na1er appl bafions:
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
Naiing Side View
(Available on
some models)
1°for&s
1',iid' for Vs�
m.
s
a,
C H
G�w B
LUS28
HHUS210-2
W,z—t
M US28
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
a
L
O
V
d
C
C
O
0
N
U)
3
F-
19
Simpson Strong-TieO Wood Construction Connectors
r
Face -Mount Joist Hangers (cont.)
Mina"
Model Heel
No
Helght?
Ga
Dime- tons in.
Fasteners
�,
�= H
B
Carrying Carried
Member = ° Member ..
Single 2x Sizes
LUS24
25Is
1$
i ali6;'
. s311e "
13/a ,
48 x 3 ` <
(2),0.14&0,
tUS26
41K. >-
1 ii6,.'•.A3/4,
1 4�..
(4)0148x3,,`�
"(4)-0.148x3
MUS26
411A6
18
1 %
53A6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
4-A6
16
15/a
53A
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
HGUS2
1
1
1
(20}ah'
@),10,162 x 31h°
LUS28
4i6-
18"1
1shc,;65/e
1a
(6)0148X3',`.
(4)0.1.48X3
MUS28
6-A6
18
19A6
61116
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
1 %
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
HGUS28
6 A6
12
15/e
71A
5
(36) 0.162 x 31/2 •
(12) 0.162 x 31/2
.WS210
41/e -'
1$. '�
'i la' �
7{Yi6".�
` 1 a
' (8)'1)1A
V.148 X'3�'
HUS210 ;5j
83/8-
16''_
,14:a
9
3:
(30) 6.162 x 31/z
(10) 0162 St31/x
flGUS210'
: • -8ghc`
1 ` �
1shT
'91/e
[ ° 5
(46)70162 X 311i
U1. See table below for allowable loads.
N
N
Fr
.a
L1.
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
@ with Strong -Drive• SD Connector screws.
See pp. 335-337 for more information.
Model .'
No.
DF Allowabletoaifs
Upliftl `door, Snow' Roof Wind
(160) (100) (115)'' (125) ; (160) `
SP Alfowable
�,Uphf11 :"Floor
(160) (100)
Loads
.'Snow %Roof Wind
'(115) (125)e (160}'
SPFIHF Allouuable'Loads
_
upliftl Floor° SnoVu Roof Wind
, (160� {100)(115) (125), {160)
Code
Ref `-
Single2xSizes
LUS24
3aP41340-
''765
820 "_`,
1,045 ;
- 43 i ;.
725. `-
:825 .
'„890
52
�" 3 0 �;
-495_`.
" _56 �
" 605 .
' 770,.-`
® LUS26
1,165
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
"MUS26=
9_D
1,486
.1,560 ;
1,560`
= 3J ..
1;40&
1,560
f`,866 _`
Z,60,
=,81C
955. ;".1'090
.-1,180,
5
LA
HUS26
1,320
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':
8i,5
4,850:
5,170 -'
'5,396 °
': 875 - `
4,690 ..°'S,220
.
5,390
5;390 '
?80 .'
``3,225..
3,61d. `
3;870
3,985`-
IBC, FL
13 LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1360
1,465
1,730
865
810
925
1,000
1,270
MUS28 :.
1;32D
1 730;
--1;975'
, 2,125 '.;
2,2581
` 1,320_.
a 1,875
2;135 "�
"" 2,255
2;25o
i;t�t'".
1,270
` 1,455:
1,575
1;g55:`':'
IBC FL,
LA
HUS28
1,760
4,095
4,095
E,095
4,095
1,760
4,095
4 G95
4,095
4,095
1,480
3,520
3,520
1. 3,520
3,520
HGUS28'
1,65(i
7,275 .
7,275.'`7,275.
7,275„;`:
1 6 0
r 2f ,;
7, 75, =
7,275
;7,275
" - 325
.6?0
. 3;820
3,91'5 -
•.4;250 ::
IBC, FL
® LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
IBC, FL,
''HUS210
2,62-a
; `,456
79TJ
5,830
1
; ,2,635 s
;5395
5,780;
-,.5'': 3
0 ,
0
<
2 w
2,535
c5,°4,
LA
P, HGUS210
2,090
9,100
9,10G
9,100
9,100
2,090
9,100
9100
9„00
9100
1,545
6,340
6,730
6,730
6,73.0
1 13C; FL
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp.98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS -.Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45'. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
94
Acute
'side
apecuy angle
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
Simpson Strong -Tie® Wood Construction Connectors SIMPSON
These products are available with For stainless- Many of these products are approved for installation
additional corrosion protection. E5 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.
Double 2x Sizes
"LUS24 2 " "
2'l4
18
3Ye'';
3Ya'
'2 "
(4) 0.162 x 3Jh
(2j0.162.x 3"/z "
"'41�7
800
905 '
"980
1,245
' .355 ''
6' "`
780.
84
1;070
(4)Ov fi2 x3,'Iz
(4) 0162"x 3'/z °
A,� 8K
1,030'
1,170_
:1265
1595
91Q ,
885 ,
1,'005
1;09.0
1370'
_...
HHUS26-2
45A6
14
35AG
5%
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
35/16
57/16
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
'. LUS28-2
4f,6
° s
18;
-°
1 r.
3/e
7_"
2
6 0.162x3h
{) 1
( 1
4)0.162=x3h
1060"
1,3i5'1
1,49&
1'610
2,03 D
"" �"
910,
°1,130
i 280
p1,385
1,745'
IBC, FL,
""(22)'0.162 X31/2
"(8} 0.162x 31/z' "
1,760
4,265°
4, H'
'5,155"`
';d8T
1,515
3,670`
4,135'
°4,435
r5,145
LA
LUS210-2
67/t6
18
31/a
9
2
(8) 0.162 x 3'/z
(6) 0.162 x 3'/:
1,445
1,830
2,075
2,245
2,830
1;245
1,575
1,785
1,930
2,435
HHUS210-2
83/a
14
35/6
87A
3
(30) 0.162 x 3Yz
(10) 0.162 x 3'/z
3,550
15,705
1 6,435
1 6,485
6,485
1 3,335
1 4,905
1 5,340
5;060
5,190
HGUS210-2
8aA%
12
35A6
P116
4
(46) 0.162 x 31h
I (16) 0.162 x 3'h
14,095
1 9,100
19,100
9,100
9,100
3,520
7,460
17,8251
7,825
7,825
Triple 2x Sizes
HGUS26 3 .
4'"s
; �2
4i55s
" 5'h "
". 4-
{20) Q.162 x 3Yz:
{8} 0:162 X 3'h
`2,155
4;34D
4,850'
, 5170
5 575
1,855,
3 730 `
4,170
4,445"
4,795,;
IBC, FL,
HGUS28-3`
613A6
`12
415/i6
7Ya
.4
.(36)0.162x3'/s
(12)0.162x3'h"
•3,235
7,460
.7;460,
"7460
7,460
2,780':
6415
6;415
6;415
6,415°
LA
HHUS210-3
83/8
14
417/16
87/a
3
(30) 0.162 x 31/z
(10) 0.162 x 3'/z
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
87A6
12
41%
91/4
4
(46) 0.162 x 31/z
(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
HGUS212-'3"'
`-101a
12
4'shs
104,;
°4 ;
(56) 0:16P x s1i2"
(20) 0.1B2X'3'h`
5,t v
9.D,'.5`
i0'
.IBG AFL
HGUS214 3
125/a _
_, 12 .
41 c
123/a
, ; 4 =,,
(66) 0. 62 x 3Yz;
. (22) 0162 x 3'h
=5,f65
10,125
"10;125
10125
10;I '
4 9p0
: 8194
8;190
8,190
8,190
Quadruple 2x Sizes
I GUS26 4 "`' SYlz"`'' 12 "6 s"'5% 4, (20)GA 2x3'/z:''8):0.162X"31h ' ,2,155-,4,34°0" 4,850,""51?0 .5;575 1,855;'3,730 4,170 `4;445 47951 IBC, FL;
HGUS28-4 71/4 12 69/fi 73A. 4 (36) 0.162 x 31/z (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 1 LA
HHUS210-4 8% 1 14 6'A 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,57515,5751 FL
IBC, FL,
LA
4x Sizes
('US46 - j 43'e` - 18 1 39A6' 1 04,,1- 2 ( (4)0 62x3Yz. 1' (410.162x3Y2 [ 1,116011,080] 1,170"V1,265'(-1;595 .91u .( 885 ] 10057109011,370'1IBC, FL
I
"JHHUS46
436
-14
35/a
5-A6
_ 3 ,
,(14);1162X31h,
(6)0162X31h
,. a
2,830
3;190,
3415
_4;25D
11 °5;
2,435
2745
2,935
3,655,
ID
LUS48
43/a _
18
39A
63/4
2
(6) 0.162 x 31h
(4) 0.162 x 31h
1,060
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385
1,745
IBC, FL,
HUS48
I 61/a
14
3afi6
7
2
(6) 0.162 x 31h
(6) 0.162 x 31/z
1,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
IS
HHUS48
61h
14
3%
71/s
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
HGUS48
67%;
12
35/a
7'1A6
4
(36) 0.162 x 31/z
(12) 0.162 x 3'/z
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
ID
LUS410
( 6Ya '
,18
39/1'
83/4:
2„
(8) GA62 x 31/2
-(6) 0.162X 3Yz
,44W-
1,830>
2 075=
?;,?4
2 830
1. 5,,
1,575
1,785
1,830
2,435"
15
" HHUS410 >
831a
14
35/a
, 9 °
. 3
,(30) 6162 x 31/z
(10) a.162 x 3'h
:a. �,50
5,705'
6 435
f�4�3
6i,45`'
� 2k 514,665'
5,535
a
-HGUS410
87hg'°y
;12
3s/k
91/61,
4, .
-(46) 0.162., 'Ui,
`(16) O'1.62'Zx 31h"
'4;L195
9,100�
9'100
"�,10A,
"9,100
3,520°,
7,825
7,825
7825
7825
IBC FL
LA '
HGUS412 I107H6 112 35/a 1107A61 4 (56) 0.162 x 3Yz (20) 0.162 x 3Yz 5,695 U45,51 9,045 19,0451 9,045 4:900 17,780 -77,780 7,780 1 T780
HGUS414 1 113/6 1 12 1 35/a 1123iGl 4 (66) 0.162 x 31/z (22) 0.162 x 31/z 15,695 10,125 10,125 10,125 10,125 4,900 18,190 18,19018,190 18,190
Double 4x Sizes
wpi Ic7 Q7/in.I" 67.4,. '- ...19' I lab I R9.4 n', IAM n1r99 vqV -. i-I �1`n "1 C.7v Q1/ 1 '4AWI anor I on606 Wa_cd ands 1 9-arn I 7n7n t 7R�n V7 Rqn 'Z'u t
FL
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector, Selector° software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h' nails in the header
and 0.162" x 31h° in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 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.
N
L
O
V
O
C
C
O
V
W
rA
3
19
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/z" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/a" per ASTM D1.761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
w Finish: Galvanized
L _
Installation:
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
L • using the HTU26 on a 2x4 ca�LWg member or
• HTU28 or HTU21.0 on a 2k&-carrying member
for additional uplift capacity.
O: HTU may be skewed up to 671h°: 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
- 13/4"
HTU26
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/z" maximum gap,
use Alternate Allowable Loads.)
Many of these products are approved for installation with Strong -Drive'
E
SD Connector screws. -See pp. 335=337 for more information.
Standard Allowable Loads. (1/8" Maximum Hanger Gap)
2x Sizes
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
a
A U26(MdX:),_ ')
bT/z.:
1le-:;�5%s
l 3'h;::(LU)(i.16'L_X3'h'
(ZV)U.1!�tix1'/z„l,�b
jzZ,�_4
a?.tf i}:
°a,71U.
,,1,335
;G;53U;,j
xt ;;•3,
f
i,�,4ou.:';
IBC,-
HTU28 (Min.)
37/8
15/s
71A6
31/r
(26) 0.162 x 31/z
(14) 0.148 x 11h
1,235.
3,820
3.895 3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/s
71As
3Yz
(26) 0.162 x 3Yz
(26) 0.148 x 11h
2.,0?_0
3,820
1a,3 i5 4,655
5,435
1,735
3,285
3 �10
4; k 5
4,675
LA
HTU210(Min.)
i ,37/a-
is/a';;9'fie.31fz-
„(32)0.162X311z
.(14)0.148x11/a
'1,330
„3u0;'
J j: ;3b0.
,4,3ti9
1,145
'3 2
3,225
`i3:225°(•31225
.,HTU210.'(Max)
°91/a��
15/e;'9'/is
:31h"
'(32)'0:162x31h,
(32)0.148x11/z
3,31
41 45
,019, T 0
,995
:2`850-
4,045
bi';
1€,rl2
r,5,155`'
Double 2x Sizes
HTU26 2`(Mir`.}
f ; 3?/a '
35/ia-
06
3'/z:
'(20) 0:162ix3'h ",;
(14) 0.148'x3,
1;515.
2;940,
trt"..l
vr3f1,',,3,"910.
;1,3fl5
°:1,850'-.
2;090
;•2,255 = `2 A65"
HTU262(Max.)
5Yz'`
35h6
57/e'
31h'
1,'(20)0.162x31h
.(20).0.148x3
,2,175
2,940
332'';'
3�46
4,480'
,,1,870
.2;530.;1.z3ca-;=
8v, 3,;855
HT028-2 (Min.)
37A
35A.
71/1.
31/z
1 (26) 0.162 x 31/z
(14) 0.148 x 3
1,530
3,820
4,310
4,310
4,310
1,315
2,865
13,235
3,235 3,235
IBL
HTU28-2 (Max.)
1 71/4
35A.
71A6
31/z
(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
v 1 .
< } ^v1 • • 5 Eo`10 ;
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 (16D) is a download rating.
5. For hanger gaps between 'A" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUIPI 1-2014. Simpson Strong -Tie® Connector Selectors software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 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
0
z
z
d
0
0
U
W
F-
O
z
O
CO
z
0
rn
d
CO
0
N
O
rn
0
N
U
U
HTU
Face -Mount Truss Hanger (cont.)
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 Carrvina Member.
HTU26 (Min.) 1 31A I (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 1 1,470 1 1,660 1 1,790 1 1,875 1 795
HTU26 (Max.) 1 51/z 1 (2) 2x4 (10) 0.162 x 31h (20) 0.148 x V/z 1,240 1 1,470 1 1,660 1 1,79C 1 2,220 1 1065
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.
1,265 1,430 1 111,5...10 1,615
1,265 1,430 1,5440 1, 910 IBC,
FL, LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/V and 1h°, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector@ software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/2" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/1a" 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 'A' x 23/4" Tiien 2
screws (Mcxdel iTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or ENIP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Iristallation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1s"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/1s"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/1s". drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/1s" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/e" is required as shovyn in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 1 ?h".is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
1
—T•
ems, -
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
HU/HUC/HSUR/L 1
...... . .............................. ...... . .. . . . .......... ............................................ ................. . .... . . ................ . . . .... ...... . ........ . ....... . .................
Medium -Duty Face -Mount Hangers �(cont.)
10 These products are available with additional corrosion protection. For more information, see p. 15.
Model " ' ""
No
'. Fastehiri'�-
in
elads R F/,SP)?_
GFCMU
ancrete
Standard
'Concealed
G
J 2"'
Cori re e
Titers 62-
joist
`Uplift' a
,�160
P
Do'
(100Win
/125):
Uplift -
Down
(100/12
HU26
HU26X
(4) 114 x 2 3/4
.... . ... ............. .. .
(4) 1A x 1
(2) 0.148 x 11/2
335
1,000
335
1,545
HU28X
(6) 114 3K
(6) 1/4 x 1114
(4) 0.148'x 1
54
1,500!
760,-
,>2,'1013
HU24-2
HUC24-2
(4) 114 x 2 3/4
(4) 114 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
-HU2&2 (Miln,.);, .
HUC.26-2'
4,
4 X23/
.148,
3,200
HU26-2'(Max'.)
-'HIUC2&2�
(12) -114 x. 2 3/4,,
'(1 "A X 1,3/4
@)�9148,x 3,
1135
_ %O00
3,950
HU26-3 (Min.)
HUC26-3 (Min.)
1A x 2 1/4
(8) 1/4 X 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) 1/4 x 2 3/4
(12) 114 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
(Min.
lm�-i (Min.)
J/
(10 4
�' ?��"
3
4 -� I. ,
0) /4
_7, 6 '
3j725
HL28{Max.)
-2-(Max
(144 x 2Y4
(14) /4_/4
-,R.OA48 x,3,
v1135
3,400
,1r135
4920
HU210
HU21OX
(8) 1/4 x 2 3/4
(8) 1/4 X 13/4
(4) 0.148 x 1
545
2,000
760
2,415
"HUC210-2jMiL n
x
'(14)i�4 i13K,1,
-0,1483
0�,
4 920
ID
9,� (Max.)
HU6�16;'�Ma 'L"
i.)
/ -1-11"
(18)'% X'�34
8) 1/4 4' L
_j 6)A,148:x3�
.500,
.0
8 0
��5A6
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 1/4 x 2 3/4
(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) 114 x 2 3/4
(18) 1/4 X 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
C
H1.1212X°
(I 9� 1/4 2
(1 �14 _.1' X 3/4
0.14
'2,665
0 C
HU212-2 (Min.)
HUG212-2 (Min.)
(16) 1/4 x 2 3/4
(16) 1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUG212-2 (Max.)
(2 2) -1/4 x 2 -3/4
(2 2) 1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
flU212=3 (Min)HUC212
n.)
(1 4x 23A
(16) 1/ix.1
01.148 i 3
!J36
4,0
4, 3
4,920
C
U.212-3..(Ma .1
HUC2112-3
�(2i) 1/4'X
j
"
(22 1/4 X 1
148
'00-1x
1,800
�5;085
5,085
0
HU214
HU214X
(12) 114 x 2 3/4
(12) 114 x 13/4
(6) 0:148 x 11/2
1,135
2,665
1,135
2,665
,HU21472 (Min),6,
HUG211+-2
(IL4'1/
4 X 3'a
0A48'k;3
A
.,51
,5,085
A214 L 2 (Max'} � ;
HUC2114-2 (Max.).
(?I) x Ow`: J,
(24) -1 x 1 3/4�,
'�-,,(12) 0A,48: X"3
5;085
01
HU214-3 (Min.)
HUC214-3 (Min.)
(18) 1/4 x 2 3/4
1 (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.)
(2 4) 114 x 2 3/4
(24) 1A X 11/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HUM
HU216X
2,920
515
2,920
HU216-2 (Min.)
HUC216-2 (Min.)
(2 0) 114 x 2 3/4
(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.)
(2 6) 1/4 x 2 3/4
(26) 1A x 1114
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216.-3
'HUG216 3 (Min.)
(2%, 114 2�4
(20) %-x 11-/4,
`,'�'(8�,0'1'48
92
-4,920
,H&6-3:, (Max.
PUC�i&3 (Max.)
(?6).1/4,x 2*4
!'r'(A 2j 0148 x: 3.
015
5,085-
HU7 (Min.)
(Not available)
(12) 114 x 2 3/4
(12) 114 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) 1/4 x 2 3/4
1 (716) 1/4 X 13/4
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
HU9,(Max.)
(Not available} -.,,;
J24
24),1/4 0 3�4,
�(40),0,148x11h,'
1 445, "t
V
,445
H1.111 (Min.)
(Not available)
(2 2) 114 x 2 3/4
j (2 2) 1/4 x 13/4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(3 0) 1/4 x 2 3/4
(3 0) 1/4 x 13/4
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
HU14 (Min.):,
(Not available)
jailable),
�',,(28)1 4 4
�,x 2V
777777
(2)1/4, 11314,_
(8 014 xf�
1,51
3,'485
516
3,485
HUI 4,,(Max.)
(�orqv'ai' bi
available)
'1�4
(�6) 1/4- X _1
2
Q1.48 x 11/
e
0 5,'�
.38
STAGGER JOINTS - TYP.
5/SKI
is
P
ED HEEL ROOF TRUSSES
PLAN
ROOF SHEATHING- SEE I
5OFFIT/FASCIA- SEE ARCH.
RAISED HEEL ROOF TRUSSES
-SEE PLAN
OF
du
w a
wadi
RIBBON BOARD-
8
¢
SEE SCHEDULE
Z Z z
Z
FOR SPACING d
w O w
U<¢
d u
w a
RIBBON BOARD- SEE
FASTENING TO a
TRUSSES w
d
N
a
w¢ o
N
SCHEDULE FOR SPACING d
Z O
FASTENING. TO TRUSSES
WALL 5HEATHING-5EE PLAN
_`
-
Lu
3
MIN. 15/32' CDX PLYWOOD OR
I
C
1/16' OSB WITH Sd GUN NAILS
U
(0.131' X 2 112') 9 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING-
UPLIFT/SHEAR ANCHOR
MASONRY WALL- !
RIBBON BOARDS
ANCHOR EACH SEE PLAN d
EACH TRUSS - SEE
B/5KI
SEE PLAN t
TRU55- SEE PLAN SCHEDULE
PLAN
1
DO NOT FASTEN RIBBON BOARD
MASONRY WALL -
NOTE: ADD'L FRAMING NOT
INTO END GRAIN OF ROOF TRUSS
SEE PLAN
SHOWN FOR CLARITY
BOTTOM CHORD
RAISED HEEL TRUSS BEARING%A
SwREVIS
C
RAISED HEEL TRUSS BEARING B
SCALE: HIS
SKI
6GALE: Nis SKI
S
i
RIBBON SGNEDULE'
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 37
(Vasd=128 MPH)
2X4 BPF02
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
Vult=180 MPH
(2) 12d GUN (0.131' X 37
(Vasd=139 MPH)
2x4 5PF'2
IV
TO EACH TRU55, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
v
W ❑ ❑
SHEET TITLE:
0000N OEiM fOR
RusfoNffi Roof IrsussO
SHEET INFORMATION:
LOB NO. Jdllld
OMEISSUf>7: IIA016
REYifWFD 01: M
SKA
ALAN.S.,
,A krrW campAw.
January .1%, 2020'
,Carpenter ,Contractors ofA &r,icd, 1nc.,
3,000AVentle d, NW*
Winter Haven, FL '3j,*986=62,ol
Dear Matt:
- h ' itlas. tollielb. my attention .1 at,,some questfons were raised concerning didfhetef
hole's,8ri'116.dthfi-the: .chords '"wid61acele,asf-sys. gable.
trusses
for'
th"reacted rods used;fhr "tie wns. Ifffi-"gableends -are over -continuous suppo
rt:
with .-Qji -,-.f-6c4 - ahe,:d.;aiid ffie:Yi-;ae6-d-.t'ill-6d�aboi!t,.,,th6.cente I
face no* :c1090A :'hafi.A,'', a n gin -an"y connector -t '- j5lates:.. zr,verficdlwebs:
no,rep Js peqiitrgd :The truss only sapports 2 feet of r loads,and,,',.n-daddibonaf
Ioad.-
If you Izawe any ; ple r as ' e give mp-a.-call
Sintetely;
Y,
675.0 f6rum Drive; quife 305, Orlando, FL 32.82.1' - 800) 521=9790--(863} 422-,"8685
wVYw,'alpine jtWc.Tn-
C
This documat has been electronically signed
and sealed using a Doltai Sigma. Prttdad
copies withotA an origind signaturo tr 4abo
veM$d usingU original eleMonicvetsion. ALPINE
� �}pltlt3�YM AN ITW COMPANY
h1 1-1. ' i COA 40 278
t, 03/10/2021
ray• 70 I ; = r40
TAT E
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www.alpineitw.com
Site inforrhapon:
Pa a 1y.
�� Customer Carpenter Contractors of America
Job Number: N334504
escriptico:7A5/320,182ED,F,02G,Rl01 / 1828/CALIf4EBB ELEV.D/F
L
ss
Joh Ent ineeerin Critgrial
Design Code: FBC 7th Ed. 2020 Res
IntelfiVIEW Version: 20.02,OOA
JRef#: 1X3L89750047
Wind Standard: ASCE 7-16 WindSpeed (mph): 160
Design Loading (pso: 37.00
Building Type., Closed
This package contains general notes pages, 29 truss drawing(s) and 5 detail(s).
Eterrt
Drawing Number ° ,
l'russ.
1
069.21.1140.51634
Al
3
069.21.1140.52509
A3
5
069.21.1140.51337
A5
7
069.21.1140.52103
A6
9
069,2.1.1140.52368
A10
11
069.21.1140,52305
A14G
13
069.21.1140M540
132GE
15
069,21 A 140.52415
C2GE
17
069.21.1140.52759
D2
19
069.21.1140,52399
V4
21
069.21.1140.52274
EJ7
23
069.21.1140.52650
EJ3
25
069.21.1140.52681
CJ5
27
069.21.1140.52525
CJ1
29
069.21.1140.52493
HJ3A
31
GBLLETIN0118
33
VAL180160118
i%rtt ..
{irav�iing uit►t er ' `
This-,
2
06921.1140.52244
AM
4
069.21.1140.51994
A4
6
069.21.1140.52463
A5GE
069.21.1140.51339
A8
10
069.21.1140.52275
Al2
12
069.21.1140.51665
B1
14
069.21.1140.51666
C1
16
069.2121140.52602
D1
1.8
069.21:114M2697
D3G
20
069.21.1140,52743
V8
22
089.21.1140.52619
EJ7A
24
069.21.1140:51540
EJ2
26
069,21.1140.52682
CJ3
28
069.21.1140.52291
HJ7
30
A1601SENC160118
32
CNNAILSP1014
34
VALTN160118
Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 12:09:55 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the -drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The -Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss- components and/or its connections. -
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the [CC Evaluation Service report ESR-1118, available on-line at
www.icc-es.oro.
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.orQ.
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.sbcindust[y.com.
•
Page 3 of 3
SEQN: 250001 / COMN Ply: 1
FROM: RWM Qty: 16
617
"7
6'1"7
Job Number: N334504
,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F
Truss Label: Al
12'11"15 19'10" + 26'6"1
6'108 6'10"1 610"1
5X5
E
Cust:R8975 JR&AX31-89750047 T10
D rwNo: 069.21.1140.51634
TCE / YK 03/1012021
33'69 39,8"
6'10"8 'i 6'1'7
39'8"
F1'_ 10'
10' T
19,101,
Loading Criteria (psi)
Wind Criteria
Snow Criteria (Pg,Pfin PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.222 K 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.385 K 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.081 J - -
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.140 J
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.617
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.882
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.457
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
tatiattusolUrre
Loading
Truss passed check for 20 psf additional bottom chord
live load in 42"-high 24"-wide
adaoosr■ >p
; �° `'•, j" �;
areas with x clearance.
Wind
o°
�•�� `
Wind loads based on MWFRS with additional C&C
member design.
;
a
`
Wind loading based on both gable and hip roof types.
®
✓, a®o +�� tr`�J4C
�4o®•tea
�wuros®'a� C.1" n��"
03/10/2021
so
0
1001
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1711 /- /- /961 /309 /444
H 1711 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J- H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 541 -134 K - F 530 - 745
D - K 530 - 745 F - J 541 -134
E - K 1362 - 605
*"WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT•' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, 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 propgr attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply 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 .Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSIPI1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLrneering responsibilityV solely -for the design shown. The suitability and use of this Suite 305
drawing for any sgructur 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:250030/ COMN Ply: 1 Job Number: N334504 Cust:R8975 JRef:1X3L89750047 T25 /
FROM: ALS Qty: 1 , A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52244
Truss Label: A1A �TCE / YK 03/10/2021
7'11"2 12' 17'1"12 19'10" 23'8"
7'11"2 4'0"14 5'1'.i 2'8"4 3'10"
=6X6
F
39'8"
31'8"14 39'8"
8'0"14 F T11"2
8'1"1 39"3 T11
8'11 11'10'4 14' 17' 23'8" 31'8"11 39'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W6,W9,W11 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
(1) - plates so marked were sized using 0% Fabrication
Tolerance, 0 degrees Rotational Tolerance, and/or
zero Positioning Tolerance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
• The 5-0-0 section of Bottom Chord at 8-8-0
elevation between panel points R and N may
be field -removed as required provided that
all remaining plate/wood contact areas stay
intact and undisturbed.
"IMPORTANT"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.386 O 999 240
VERT(CL): 0.669 0 706 240
HORZ(LL): 0.168 K - -
HORZ(TL): 0.314 K
Creep Factor: 2.0
Max TC CSI: 0.791
Max BC CSI: 0.896
Max Web CSI: 0.765
VIEW Ver: 20.02.00A.1020.20
Laterally brace Bottom Chord above filler at
24" oc, including a lateral brace at chord ends.
(Not required if 5-0-0 section of lower Bottom
Chord is removed as noted (')).
♦�X i . rpff
� i' �•saoaneffie• �' ���ri.
•• o
A �
a. 708 1
• r
C
•
e
COA �l�{p�0=NAL�����
03/10/2021
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,
mess noted otherwise. Refer to
so
b
�8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1556 A /- /961 /309 /444
1 1556 A A /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2�_
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1410 - 2745 F - G 1410 - 206B
C - D 2144 - 4245 G - H 1218 - 2103
D - E 1499 - 2794 H - 1 1423 - 2777
E - F 1658 - 2771
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2371 -1107 L - K 2402 -1107
Q - M 3738 -1614 K - 1 2406 -1106
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - S
814 -1523
M - F
2007 -1008
C - Q
1476 - 551
M - L
1864 - 604
S - Q
2850 -1327
F - L
492 - 506
Q - D
1271 - 562
L - G
452 - 368
D - M
825 -1539
L - H
475 - 688
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 bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityy solely'for the design shown. The suitabili y and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com' ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 250031 / COMN Ply: 1 Job Number: N334504
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: A3
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Cusl: R 8975 JRef:1X3L89750047 T2 /
D rwNo: 069.21.1140.52509
/ YK 03/10/2021
6'1"7 12'11"15 19,101, 24'4" 33'6"9 39'8"
6'1"7 6'10"8 6'10"1
1'� 10'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
end Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1; 133,134 2x4 SP #2 N;
Webs: 2x4 SP #3; W3,W4,W5,W7 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=5X5
E
20'8"
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):
tl
U3
1114X4
5,8"
4'6" 5'4"
24'4" '1 29,8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.033 M 999 240
VERT(CL): 0.082 M 999 240
HORZ(LL): 0.011 L - -
HORZ(TL): 0.024 C
Creep Factor: 2.0
Max TC CSI: 0.961
Max BC CSI: 0.737
Max Web CSI: 0.420
Ver: 20.02.00A.1020.20
SAT 0
.��;
coA"i'Q� NAt �
ftninp
03/10/2021
13'4"
10, 1'
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 871 /- !- /610 /172 /444
N* 247 /- /- /156 173 /-
H 508 /- /- /427 /147 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
N Brg Width = 68.0 Min Req = -
H Brg Width = 8.0 Min Req = 1.5
Bearings B, N, & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 606 -1330 G - H 246 - 579
C - D 479 -1037
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - M 1138 - 532 K - J 952 - 498
M - L 691 - 320 J - H 484 -143
L-K 967 -518
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - M 375 - 360 K - F 685 -1188
M - D 558 -150 F - J 573 - 255
D - L 559 - 715 J - G 495 - 484
L - F 769 - 272
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, bVy TPI and SBCA) for safety practices nor to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chortl shall have a properly
attache, riggid ceiling Locations shown for permanent lateral restraint o webs shall have bracin installed per BCSI sections 83, B7 or 1310.
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf9Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
A pin@, 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 PI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional an meenng responsibility solely for the design shown. The suitabilify and use of this
drawing for any s9ructur is the responsibility of the Buildingges!gner per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: icosafe.ora: AWC: awc.oro Orlando FL, 32821
SEQN: 250032 / HIPS Ply: 1 Job Number: N334504 Cusl: R 8975 JRef.*1X3L119751047 T9 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51994
Truss Label: A4 �SSB / WHK 03110/2021
617
6'1 "7
P
b
m
176"15 ( 19' + 20'lj" 27'1"1
6'5"1
;5W5 5X5
E F
39'8"
10' 9'10"
T 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
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
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.
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 SC CSI: 0.747
Max Web CSI: 0.625
Ver: 20.02.00A.1020.20
•
or
0.7108 1
o
e •
•
COa`��sl��JAL
03/10/2021
33'6"9 39'8"
6'5"8 6'1"7
10' r
39'8"^�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1656 A /- /963 /310 /427
1 1556 /- A /963 /310 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 508 -119 L - F 548 - 356
D - L 521 - 683 L - G 521 - 683
E - L 548 - 356 G - K 508 -119
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, 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)v attached structural sheathing and bottom chord shall have a properly
attached ri5d ceiling Locations shown for permanent lateral restraint of webs shall have bracincl installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face oT truss and position as shown above and on the 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 BuildinlComponents Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI/) PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this draw!nq or cover pa a 675o Forum Drive
listing this drawin indicates acceptance of professional en ineering responsibility solelyor the design shown. The suitabili y and use of this Suite Fos
drawing for any sfructure is the responsibility of the BuildingUesigner per ANSVTf l 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: 250033 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef: 1X3L89750047 T8 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51337
Truss Label: AS �SSB / WHK 03/1012021
7'10"14 17' 22'8" 31'9"2 39'8"
7'10"14 r 9'1"2 T 5'8" + 9'1"2 + 7'10"14
e5X5 =5X5
D E
39'8"
1' L 10' 9'10"
r 10' f 19,10"
Loading Criteria (psq
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
9'10"
29'8"
10' 1'
Deft/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
VERT(LL): 0.149 J 999 240
Loc R+ / R- ! Rh / Rw / U / RL
B 1552 /- !- /965 /318 /386
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
G 1552 /- /- /965 /318 /-
HORZ(TL): 0.112 1
Wind reactions based on MWFRS
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Max TC CSI: 0.760
G Brg Width = 8.0 Min Req = 1.8
Max BC CSI: 0.755
Bearings B & G are a rigid surface.
Max Web CSI: 0.989
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.
VIEW Ver: 20.02.00A.1020.20
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
e°
o.708 9
00,,a ap nI• art ® ,4
w
ON AL
Zmea�nt►ase�lf��
03/10/2021
"'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
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 1 - 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
a
ii ,IcLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
SI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pagge
acceptance of professional enccLLsneering responsibility solely or the design shown. The suitabili y and use of this
ie responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
web sites: Alpine: alpineitw com; TPI: tpinsl.org• SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250065 / COMN Ply: 1 Job Number: N334504 Cust: R 8s75 JRef:1X3L89750047 T11 /
FROM: RDP Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52463
Truss Label: A5GE / YK 03/10/2021
�1711'15 11'4 Yi 2
23'15 •4 42
6'17 e'10' 74'9' 79'10' 21'7 ' 23'1 2'06' 31" 7 3 9' 39'1'
6'10'75'10'7 � 14
11P6 -�(12I =5K6
A
21' iS' i INW
7' 10' 99'4
F 70' T9AN 27 2fi' 29'9' 379'
I 21'11"12 T10'a-I 13712
T" i
-{
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity
Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.106 AE 999 240
Loc R+ / R- / Rh
/ Rw / U
/ RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.211 AE 999 240
B 769 A /-
/504 /323
/444
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.044 1 - -
AB 2335 /- !-
/945 /990
P
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.088 1
Z 1079 /- /-
/484 /352
/-
Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0
NCBCLL: 00 p
T 519 /- /-
/398 /219
/-
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.646
0. p
Wind reactions based on MWFRS
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.645
B Brg Width = 8.0
AB Brg Width = 8.0
Min Req = 1.5
Min Req = 2.8
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.957
Z Brg Width = 8.0
Min Req = 1.5
Loc. from endwall: NA FT/RT:20(0)/10(0)
T Brg Width = 8.0
Min Req = 1.5
GCpi: 0.18 Plate Type(s):
Bearings B, AB, Z, & T are
a rigid surface.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Bearings B, AB, Z. & T require a seat plate.
Lumber
Members not listed have
forces less than 375#
Top chord: 2x4 SP #2 N;
Maximum Top Chord Forces
Per Ply (Ibs)
Bot chord: 2x4 SP #1;
Chords Tens.Comp.
Chords Tens. Comp.
Webs: 2x4 SP #3; W7,W14,W15,W16 2x4 SP #2 N;
B - C 465 -1090
I - J 391
-195
Bracing
C-D 335 -815
J -K 390
-199
D - E 399 - 762
K - L 536
- 262
(a) 1X4 #3SRB or better continuous lateral restraint to
E - F 411 -759
L - M 608
-296
be equally spaced. Attach with (2) 8d Box or Gun
F - G 397 -678
M - N 506
-244
nails(0.113"x2.5",min.). Restraint material to be supplied
H - I 377 -185
S - T 228
610
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
Maximum Bot Chord Forces Per Ply (Ibs)
restraint. substitute (1) scab for (1) CLR and (2) scabs
Chords Tens.Comp.
Chords Tens. Comp.
for (2) CLR'S where shown. Scab reinforcement to be
B -AH 922 -479
AA- Z 375
227
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
ti iStlltltld/ttle
AH-AG 486 -261
Z-Y 388
-286
,
Special Loads H. ff,,
AG-AF 486 -261
AF-AE 486 -261
Y - X 388
X-W 491
-286
156
aw°jO"0'°e ��i
----(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) �' a+0 iij °a` ° .
56 10.67
AE-AD 486 -261
AD -AC 486 -261
W-V 491
V - T 491
156
156
TC: From 56 plf at -1.00 to plf at +�, . �`L �`
' =;N
AC 479
TC: From 76 plf at 10.67 to 76 plf at 32.67 o'er
-AB -325
TC: From 56 plf at 32.67 to 56 plf at 40.67 r
h
BC: From 20 plf at 0.00 to 20 plf at 39.67 a o 70$ 9
aximum Web Forces
Per Ply (Ibs)
BC: 128 lb Conc. Load at 23.21,23.79 a ; ,
Webs Tens.Comp.
Webs Tens. Comp.
PL: 136 lb Conc. Load at (23.27, 9.98), (23.80.9.98) • ® s
i
AH-AI 518 -256
AB -AR 304
-482
Plating Notes S �'�' ®
AI-AJ 555 -273
AR -AS 445
-568
All plates are 2X4 except as noted. ; ®° jam' :�
.•Q �°�
AJ- G 519 - 269
G -AL 514 - 933
AW- Z 272
A W- N 237
-747
- 676
.' ��
Wind �`f'•• , .•• �y
�f•saurr7°
AL -AN 498 -920
N -AX 683
-357
�`
Wind loads based on MWFRS with additional C&C s"
'�OIV
AN -AP 519 - 955
AX- X 690
352
member design. COA Q . � �``�
AP -AC 540 -984
X -AZ 301
-478
Wind loading based on both gable and hip roof types.
AC- AC- K 792 -505
AZ -BB 275
-472
03/10/2021
K-AB 546 -1366
BB-S 326
-457
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING
-IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, 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 properyy attached structural sheathing and bottom chord shall
installed BCSI
have a properly
B3, B7 or B10,
attached rigid ceilincl Locations shown for permanent lateral restraint of webs shall have bracing per sections
as applicable. Apply ptotes to each face oT truss and position as shown above and on the Joini 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$g�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 drawing or cover page
This
6750 Forum Drive
listing this drawing indicates acceptance of professional enccLLmeering responsibilit��rr solely or the design shown. The suitabllify, and use of
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: alpineitw com; TPI: tpinst org• SBCA sbdndustry com; ICC: iccsafe.orp; AWC: awc.org
Suite 305
Orlando FL, 32821
SEON: 250035 / HIPS
Ply: 1
mber: N334504
8975 JRef:1X3L89750047 T7 /
FROM: RWM
Oty: 1
/ 1828/CALI/4EBB ELEV.D/F
F,7A,,3u20,182ED,F,02G,R,01
FD,,s,NR.:069.21.1140.52103
abel: A6
WHK 03/10/2021
714 15, 24'8" 31'9"2
I'
398"
7'10"14 7,1"2 9T" T1"2
7'1014 i
6X6 = 6X6
D T3 E
12
6 ,5X5
�5F5
o C
i7
W ro
W1
B
A
G
T 1 11
H
4X6(A2) = 5X5 = 5X5 =5X5 = 4X6(A2)
39'8"
9'10.. 9'10"
10, 1'
10' T 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): 0.159 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 /-
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.115 1
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913
Width = 8.0 Min Re
G Brg q = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760
Bearings B & G are rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474
Members not listed have farces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): I
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1807 - 2729 E - F - 1827 - 2537
C - D 1826 -2538 F - G 1807 -2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.0E;
D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C
B - K 2363 -1483 J - 1 1847 -1110
member design.
K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - 1 628 - 300
K - D 628 - 300 I - F 394 - 358
�itl4iSt6tl lfpt,/itryt
o P/� i
tdz��
�9*pjn'�'u o•agee
3
� �0
! Y 09
4 ®0
i
0.7108 1
P
f
r � • i �
o n
•
o S p 'T e
2y
to
0041
1 ,g.
COA ONAAL p eV*�yev
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
ComponentSafety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless top have attached structural sheathing and bottom chord shall have a
per noted otherwise, chord shall proper)Y
rlpid ceiling Locations shown for lateral restraint of webs shall have bracin installed BCSI sections
properly
B3, B7 or B10,
attach etl permanent per
as applicable. AppTy 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.
At line, a division of ITW Buildin,$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
in ANSI PI 1, for handling, installation and bracin4 of trusses; A seal on this drawln� or cover
truss conformance with or shipping,. page 6750 Forum Drive _
listing this drawing indicates acceptance of professional enlcLo,eering responsibilitty� solely4orAhe design shown. The suitabili y and use of this Suite 305
drawing for any structure is the responsibility of the BuildingZ7esigner per ANSI/TP1 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: 250036 / HIPS
Ply: 1
Job Number: N334504
Cust: R 8975 JRef:1X3L89750047 T6 /
FROM: RWM
Qty: 1
,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1140.51339
Truss Label: A8
SSB / WHK 03/10/2021
6'9"4 13' 19,101, 26'8"
32'1012 39'8"
6'9"4 6'2"12 6.10" 6'10"
6'2"12 6'9"4
a 5X5 III2X4 =5X5
D E F
12
6 k2X4
C
/X
o
io W3
2W
!24n
B
A
H
ya
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
� 39'8"
10' 9110.. 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 Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 240
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240
B 1556 /- /- /953 /716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- /- /953 1716 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J - -
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754
Bearings B & H are rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1,60 WAVE VIEW Ver: 20.02.00A.1020.20
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
{I$t4lntlbg/fj110%!xf
E-K 585 -391
0.708 1
w
°
.
AT ® ea.
1�
COAL b AL
�ea�►rr��at►tr+
03/10/2021
-WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) 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
installed BCSI B3, B7 B10.
attached r'igrd ceiling Locations shown for permanent lateral restraint of webs -shall have bracin per sections
Apply lates to face oT truss and as shown above and on the Join Details, unless noted otherwise.
or
Refer to
as applicable. each position
drawings 160A-Z For s�andard 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
ANSI/TPI 1, for handling, and bracin of trusses. A seal on this drawin
to build the
or cover
truss in conformance with or shipping,, installation, pa 4e 6750 Forum Drive
listing this drawing indicates acceptance of professional engo,eenng-responsibilittyy solely -for the design shown. The suitabili y and use of this Suite 305
drawing for any sfructure is the responsibility of the Building�7esigner per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250037 / HIPS
Ply: 1
Job Number. N334504
Cust: R 8975 JRef:1X3L89750047 T5 /
FROM: RWM
pry: 1
7A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
DrwNo: 069.21.1140.52368
�SSB
Truss Label: A10
/ WHK 03/1012021
4 11' 19' 28'8"
33'10"12 39'8"
4 12 8' 9'8"
5'2"12 5'9"4
5X5 =— 5X5 z 5X5
D E T3 F
12
6 � •2X4 W
T
2X4
C (a) (a)
G
n W3
ih
m
B 1
A
H
�
11�8,8„
=4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
I_
� 39'8"
10' 9'10" 9'10"
10, 1�
10' 19,10" 29'8"
39'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 240
Loc R+ / R- ! Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240
B 1556 /- /- /940 /718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 /- /- /940 l718 /-
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
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.934
BCDL: 5.0 psf
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 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 2386 -2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
D - E 2502 -2773 G - H 2184 -2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - L 2448 -1855 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun
L - K 2147 -1575 J - H 2440 -1822
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
L - D 470 -71 K - F 626 -612
for (2) CLR'S where shown. Scab reinforcement to be
D - K 739 -778 F - J 466 -52
same size, species, grade, and 80% length of web
E - K 789 -534
member. Attach with 0.128x3" gun nails @ 6" oc.�f}}}gtitlldyfJiiP
ip
Wind
Wind loads based on MWFRS with additional C&C ��Tr'o`•*°p99'°'Oo°o1 f+ ell
member design. �ti✓ •e (jE °'f
+
Wind loading based on both gable and hip roof types. Q•� s•
°
r
• S
0.7108 7108 1 e
W4
• e
a ..
*" �i fi ®� •era La'P'+�(.,,.,�`�
Zft
AL
COA f fi
Awlw fasrn%a
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 pertorming these functions. Installers shall provide
bracing BCSI.• Unless top have attached structural sheathing and bottom chord, shall
temporary
have a
per noted otherwise, chord shall proper)Y properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall hav bracing installed per BCSI sections B3, B7 or 1310 -
Apply to each face oT truss and as shown above and on the Joint Details, unless noted otherwise. Refer to '
as applicable. p)ales position
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
PI for handling, and bracin of trusses. A seal on this drawing or cover cle
truss in conformance with ANSI 1, or shipping,. Installation. pa 6750 Forum Drive.--._.- -
listing this drawing indicates acceptance of professional en Ineenng responslbili((v� solely or the design shown. The suitability and use of ihis Suite 305
drawing for structure is the responsibility of the Building �esigner 1 Sec.2.
any perANSI/TPI
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orn Orlando FL, 32821
SEQN: 250038 / HIPS Ply: 1 Job Number: N334504
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F
Truss Label: Al2
9 1 17' 22'8" 30'8"
9'1 g. S g 8'
—s6C6 T2 =5DE
5 —44 T3
T
T�
Cust: R 8975 JR&AX31_89750047 T4 /
DrwNo: 069.21.1140.52275
SSB / WHK 03110/2021
39'8"
9'
=6X6
6� TW
(a) (a) o
W5
e �
G
A
4X6(A2) =6X6 =6X6 =6X6=4X6(A2)
39'8"
9110" 91101, 10 1
10' 19'10', 29.8.. 39,8i
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
Risk Category: II
Lu: NA Cs: NA
VERT CL : 0.469 J 999 240
( )
B 1556 /- /- /921 /720 /223
BCDL: 10.00
EXP: C Kzt: NA
Snow Duration: NA
HORZ(LL): 0.081 I -
G 1556 /- /- /921 /720
Des Ld: 37.00
Mean Height: 15.00 ft
HORZ(TL): 0.150 1 - -
Wind reactions based on MWFRS
NCBCLL: 10.00
TCDL: psf
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
5.2
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res,
Max TC CSI: 0.939
G Br Width = 8.0 Min Re
9 q = 1.8
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Sid: 2014
Max BC CSI: 0.834
Bearings B & G are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.306
Bearings B & G 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#
GCpi: 0.18
Plate Type(s):
Maximum Top Chord Forces Per Ply (Ibs)
Wind Duration: 1.60
WAVE
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
o n
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
C - D 2238 - 2478
F - G
2250 - 2704
D - E 2906 - 3233
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
B - K 2330 -1856
J - 1
3176 - 2629
K - J 3174 - 2647
I - G
2329 -1835
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs
Tens. Comp.
C - K 718 - 428
E - 1
944 - 834
K - D 940 - 832
1 - F
718 - 430
Wind 'r• ff'rf��l
Wind loads based on MWFRS with additional C&C k� asp•+e.o �'�f
member design. y�
Wind loading based on both gable and hip roof types. ���': °�
a e
s O.lU$ 1 ° a
e`o
o o° `6t
"'dff7e8aPfBett6�9�' ��`
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, hand linp, shipping,- installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for Permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as appllcab�e. Apply lates to each face otruss and position as shown above and on the Join Details, unless noted otherwise. refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, 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 Q PI 1, or for handling, shipping,, Installation and bracing. of trusses. A seal on this drawin or cover pa a 675o Forum Drive
— listing this drawingc1 indicates acceptance of professional englneenng responsibility solely for the design shown. The suitability and use of this -
drawing for any structur 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; ]CC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821
SEQN: 250056 / HIPS
Ply: 2
Job Number: N334504
st: R 8975 JRef:1X3L89750047 T12 /
FROM: LPM
City: 1
7A5/320 ,182ED,F ,02G ,RI01 / 1828/CAL1/4EBB ELEV.D/F
vNo:069.21.1140.52305
rD;
Truss Label: A14G
B / WHK 03/10/2021
-�� 2 Complete Trusses Required
7' 17' 22'8" 32'8" 39'8"
7' 10, S'8" 10' 7'
12 —6CT26 =8X8 =8X8 =6X6
p T3 E T4 F
T 6�:;7' T
o
B G v
r 3D A H
4X6(A1) =8X8 =_8X8 -8X8=4X6(A1) 1
i_
� 39'8"
10' 9110.. 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 Udell U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 240 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240 B 3135 /- /- /- /1427 A
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - - G 3136 /- /- !- /1428 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 1 Wind reactions based on MWFRS
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.0 psf G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676 g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0,507 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.760
Members not listed have forces less than 375#
Loc. from endwall: NA FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1424 -3094 E - F 1534 -3602
C - D 1533 - 3601 F - G 1425 - 3094
Top chord: 2x4 SP #2 N; T2,T4 2x6 SP SS; D - E 2128 -4831
T3 2x6 SP #2 N;
Botchord: 2x6 SS;
3; We Maximum Bot Chord Forces Per PI Ibs
Webs: 2x4 SP #3; Y ( )
Chords Tens.Comp. Chords Tens. Comp.
Nailnote
B - K 2752 -1257 J - 1 4769 - 2187
Nail Schedule:0.128"x3", min. nails K - J 4768 - 2187 I - G 2753 -1258
Top Chord: 1 Row @12.00" o.c.
Bot Chord: 1 Row @12.00" o.c.
Webs : 1 Row @ 4" o.c. Maximum Web Forces Per Ply (Ibs)
Use equal spacing between rows and stagger nails Webs Tens.Comp. Webs Tens. Comp.
in each row to avoid splitting.
C - K 1287 -417 E - 1 727 -1297
Loading K-D 727-1298 I-F 1287 -417
#1 hip supports 7-0-0 jacks with no webs.�04ttt8r11tq/ietyjf
Wind
Wind loads and reactions based on MWFRS. o+� ® •••9+fPss�'a
Wind loading based on both gable and hip roof types. �a `��° �`°
•
:® o. T08 1
a s
•
s •
a
�+ f ,.
aeg a7 A� 0 s
•
COA j�>I tl A xv,�.
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 satety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI.. Unless noted otherwise, top chord shall have ropey attached structural sheathing and bottom chord shall have a properly
B3, B7 B10,
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections or
as applicat5 e. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to
drawings 160A-Z For standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the
truss in ANSI 1, for handling, bracin trusses. A this drawing
conformance with or shipping,, installation and of seal on or cover page 6750 Forum Drive
listing this-drawinq indicates acceptance of professional encLineenng responsibilitty�r solely or the design shown. The suitability and use of Phis Suite 305
-Designer
drawing for any structure is the responsibility of the Building per ANSVTPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2600391 COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef: 1X3L89750047 T20 /
FROM: RWM Qty: 1 7A5/320 ,182ED,F ,02G ,RIO1 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51665
Truss Label: B1 SSB / WHK 03/10/2021
5'7"4 10'8" 158"12 21'4"
5'7"4 5'0"12 5'0"12 FTA
P
m
ro
4'3
8'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpt: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=4X4
D
21'4"
13'4"
8'
21'4"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf. NA Ce: NA
VERT(LL): 0.047 H 999 240
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.088 H 999 240
B 864 /- /- /529 /397 /229
Snow Duration: NA
HORZ(LL): 0.020 G - -
F 805 /- /- /464 /361 /-
HORZ(TL): 0.037 G
Wind reactions based on MWFRS
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.5
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.371
F Brg Width = 8.0 Min Req = 1.5
TPI Std: 2014
Max BC CSI: 0.611
Bearings B & F are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.232
Bearings B & F require a seat plate.
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 20.02.00A.1020.20
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
03/10/2021
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 roper 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 BuildincLComponents Group Inc. shall notbe responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI4PI 1, or for handling, shipping,, installation and bracin of trusses; A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLtnegring responsibilityy solely or the design shown. The suitability and use Nis 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: 250059 / GABL Ply: 1 Job Number: N334504 Cust: R 8975 JRef: 1X3L89750047 T3 /
FROM: HMT Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALIME66 ELEV.D/F DrwNo: 069.21.1140.52540
Truss Label: 132GE / YK 03/10/2021
10'8"
10-8"
r' 4'8" '1 2' -1
(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
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 pif at 22.33
BC: From 20 plf at 0.00 to 20 plf at 21.33
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
21'4"
21'4"
21'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
21'4"
1a8"
N
ch_e'e"
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or'=PLF
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.005 R 999 240
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.011 R 999 240
B' 125 /- /- /39 /48 /11
HORZ(LL): 0.004 L - -
Wind reactions based on MWFRS
HORZ(TL): 0.006 R
B Brg Width = 256 Min Req = -
Creep Factor: 2.0
Bearing B is a rigid surface.
Max TC CSI: 0.323
Members not listed have forces less than 375#
Max BC CSI: 0.197
Max Web CSI: 0.091
Ver: 20.02.00A.1020.20
e.
®, o
4 �
s qqq
® r
$ S AT U •
A. �C
COA f�%,$�+odrest3nle�►1n�ri
03/10/2021
'"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicab4e. Apply plates to each face. oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to '
drawings 160A-Z forstandard plate positions. Refer to job's General Notes page for additional information.
Alping, a division of ITW Buildin$c�Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the
truss in ponformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en meering responsibili solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building�esigner per ANSI/TI 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: 2500411 COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRef1X3L89750047 T19 /
FROM: RWM city: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51666
Truss Label: C1 SSB / WHK 03/10/2021
T
7'
=5X5
C
14'
14'
7'
7, 4,
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.014 E 999 240
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.025 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.008 E - -
iDes Ld: 37.00
XP: C Kzt: NA E
HORZ(TL): 0.013E - -
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.767
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.503
Spacing: 24.0 "
C&C Dist a: 3.00 it
Rep Fac: Yes
Max Web CSI: 0.119
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 588 /- /- /371 /272 /158
D 527 /- /- /305 1234 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 805 -740 C - D 807 -739
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 598 - 542 E - D 598 - 542
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing: Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, -
as 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 BuildincLComponents Group Inc. shall not be respponsible for any deviation from this drawing, any failure to build the
truss In conformance with ANSI4PI 1, or for handling, shipping,, installation, and bracing of trusses; A seal on this drawing or cover page 6750 Forum Drive
listing this drawing -indicates acceptance of professional enctmeenng responsibility solely -for the design shown. The suitability and use of This Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250061 / GABL Ply: 1 Job Number: N334504 Cust: R8975 JRef:1X3L89750047 T1 /
FROM: RWM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52415
Truss Label: C2GE / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
7'
14'
7'
S '{' 2� --�
(TYP)
-4X4
D
14'
r 1 T 14'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 15.00
BC: From 20 plf at 0.00 to 20 plf at 14.00
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
WIND LOAD CASE MODIFIED!
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 J 999 240
VERT(CL): 0.014 J 999 240
HORZ(LL): -0.004 H - -
HORZ(TL): 0.009 H
Creep Factor: 2.0
Max TC CSI: 0.392
Max BC CSI: 0.242
Max Web CSI: 0.142
03/ 10/2021
♦ Maximum Reactions (Ibs), or•=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B« 129 /- /- /40 /50 /12
Wind reactions based on MWFRS
B Brg Width = 168 Min Req = -
Bearing B is a rigid surface.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 376 -199 D - E 377 -199
Ver: 20.02.00A.1020.20 I Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C-J 511 -403 H -E 511 -403
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, hand linp, -shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI., Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiliz Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSIl1 PI 1, or for handling, shipping,, installation, and bracing of trusses; A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engqrneerrng responsibility solelyorthe design shown. The suitability and use Nis 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: 250043 / COMN Ply: 1 Job Number: N334504 Cust: R 8975 JRet:1X3L89750047 T13 !
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52602
Truss Label: D1 / WHK 03/10/2021
5'
5'
4X4
C
10,
5'
12
6
i9
B D io
01 E 88
F
2X4 (A1) III2X4 = 2X4(A1)
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: 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;
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,
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
5'
10,
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 F 999 240
VERT(CL): 0.013 F 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.006 F
Creep Factor: 2.0
Max TC CSI: 0.345
Max BC CSI: 0.257
Max Web CSI: 0.081
03/10/2021'
Ve r: 20.02.0 OA.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- /- /286 /202 /134
D 434 /- P /286 /202 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 522 - 494 C - D 521 - 494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in 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 propeg) 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 Joint9Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Bu Iding Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with A�Slfl Pl.1, or for handling, shipping,, installation and bracin4 of trusses; A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solelyorthe design shown. The suitability and use of Phis Suite 305
drawing for any structure is the responsibility of the BuildingUesigner per ANSIITP! 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: 250044 / COMN Ply: 1 Job Number: N334504 Cust: R 6975 JRef: 1X3L89750047 T26 /
FROM: LPM Qty: 1 7A5/320 ,182ED,F ,02G ,RI01 /1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52759
Truss Label: D2 / WHK 03/10/2021
T
0
N
a
5'
5'
=4X4
C
10,
5'
12
6
M
B D
q0. E 88
F
- 2X4(A1) III2X4 - 2X4(A1)
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: 15.00It
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: not in 4.50 It
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'
5'
5'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
5'
10,
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): 0.007 F 999 240
VERT(CL): 0.013 F 999 240
HORZ(LL): 0.003 F - -
HORZ(TL): 0.006 F -
Creep Factor: 2.0
Max TC CSI: 0.345
Max BC CSI: 0.257
Max Web CSI: 0.081
EW Ver: 20.02.00A.1020.20
j,. H• .. '
0.7108 1 '
• e
COA
•
a
a r
a
a
} w
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 434 /- /- /286 /202 /134
D 434 /- !- /286 1202 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 522 -494 C - D - 521 -494
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 396 - 293 F - D 396 - 293
"•WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI-(Building
Component Safety Information, by TPI and SBCA) fo'r sa shipping, practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attachep ri id -ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, 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 BuildinctComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the
truss to conformance with ANSI/TPI 1, or for handling, shipping,. mstallatton.and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLmeering responsibility solely -for the design shown. The suitabiligy 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: 250057 / HIPS Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T18 /
FROM: LPM city: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52697
Truss Label: D3G / WHK 03/10/2021
T
0
43
3' 7' 10, 1
3' + 4' + 3' 'I
=4X6 �4X6
12 C D
6� T
LO
B E M
aLiF �8'8„
1112X4 1112X4
2X4(A1) = 2X4(A1)
1 b 3-1 "12
3'1"12
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
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to
56 plf at
3.00
TC: From 28 plf at 3.00 to
28 plf at
7.00
TC: From 56 pif at 7.00 to
56 plf at
11.00
BC: From 20 plf at 0.00 to
20 plf at
3.03
BC: From 10 plf at 3.03 to
10 plf at
6.97
BC: From 20 plf at 6.97 to
20 plf at
10.00
TC: 129 lb Conc. Load at 3.03, 6.97
TC: 65 lb Conc. Load at 5.00
BC: 80 lb Conc. Load at 3.03, 6.97
BC: 52 lb Conc. Load at 5.00
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
10,
3'8"8
610"4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
10,
3'1 "12
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.022 H 999 240
VERT(CL): 0.044 H 999 240
HORZ(LL): 0.008 C - -
HORZ(TL): 0.016 C
Creep Factor: 2.0
Max TC CSI: 0.288
Max BC CSI: 0.365
Max Web CSI: 0.059
Ver: 20.02.00A.1020.20
IF
o.708 i
a �
a
' tjs
COA �1�Ad.r'O?'
ii'�;�/ sii19r9aiA9
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 625 /- A /- /316 A
E 625 /- /- /- /316 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C --467 - 962 D - E 467 - 962
C - D 389 - 842
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 829 - 394 G - E 829 - 394
H - G 842 - 389
**WARNING*" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices Prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,.top chord shall have proper v attached structural sheathing and bottom chord shall have a properly
attached ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as appllcabge. Apply plates to each face. off 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 BuildinlComponents Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI ff PI 1, or for handling, shipping,, installation, and bracingof trusses. A seal on this drawlnq or cover pa4e 675o Forum Drive
listing this drawing indicates acceptance of professional encLrneenng responsibilityy solely 4or the design shown. The suitability and use Nis Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250045 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T14 /
FROM: LPM Qty: 1 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DnvNo: 069.21.1140.52399
Truss Label: V4 / WHK 03/10/2021
1'11"8 3-11"
1'11"8 + 1'11"8
12
6 =4X4
B
A4X4(D1)=4X4(D1) C
10'6"3
D
3'11"
3-11"
3'11"
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): 0.004 999 240
Loc R+ / R- ! Rh / Rw / U / RL
D' 75 /- !- /32 /18 /6
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.007 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.001 - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.003
D Brg Width = 47.0 Min Req = -
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Bearing A is a rigid surface.
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.070
Members not listed have forces less than 375#
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.098
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
LUIIIUCI
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
Noe daw
000
.k
e
®. 7Q8 1
s
l
COAf(�iVA
settee
03/10/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
uldvnnyb iuum-c lui btdnudlu
Alpine, a division of ITW Buildinc�Com
truss to conformance with ANS!/1 PI 1
listing this drawing indicates acceptan
drawing for any structure is the respon
For more information see these web sites:
not. be responsible for any deviation from this drawing, any, failure to build the
g,. Installation and bracincl of trusses. A seal on this drawing or cover pa a
Bring responsibilit�yr solely -for the design shown. The suitability and use of4 is 6750 Forum Drive
Jgner per ANSUTPI 1 Sec.2. Suite 305
I: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC, awc.orn Orlando FL, 32821
SEON: 250046 / VAL Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T16 /
FROM: LPM Oty: 1 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52743
Truss Label: V8 KD / WHK 03/1012021
3'11"8
7'11"
3'11"8
3' 11 "8
4X4
12
B
T
6�
N
=4X4(1)1)
A
=4X4(D1)
C
96'3
�
E
D
1112X4
7'11"
3'11"8
3'11"8 s
3'11"8
7'11"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or "=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.007 D 999 240
Loc R+ / R- ! Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.014 D 999 240
E' 75 /- /- /35 /26 /8
Snow Duration: NA
HORZ(LL): -0.003 D - -
Wind reactions based on MWFRS
HORZ(TL): 0.006 D
E Brg Width = 95.0 Min Req = -
Building Code:
Creep Factor: 2.0
Bearing A is a rigid surface.
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.266
Members not listed have forces less than 375#
TPI Std: 2014
Max BC CSI: 0.192
Maximum Web Forces Per Ply (Ibs)
Rep Fac: Yes
Max Web CSI: 0.142
Webs Tens.Comp.
FT/RT:20(0)/10(0)
B - D 478 -315
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
t� �i @�wwaeoaaa
a
C 0 A �tP/$7.$�Q
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)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent laterel restraint of webs shall have bracinct installed per BCSI sections B3, B7 or 1310
as applscab�e. Apply plates to each face oT truss and position as shown above and on the Joins 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 Bu!ldingComponents Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSI PI PI 1, or for handling, shipping,. installation, and bracin4 of trusses. A seal on this drawin or cover pa ga 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilitty�r solely for the design shown. The suitability and use of This Suite 305
drawing for any structure is the responsibility of the Building -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: 250047 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T15 /
FROM: HMT Qty: 8 ,7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52274
Truss Label: EJ7 KD / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37. 00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
L
12'2"11
12
6
o LO
M (7
tt
B
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 It
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wnd 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' _ 1
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
03/10/2021
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- A /249 /108 /208
D 125 /- A /73 /- A
C 174 A /- /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#
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
rent Safety Information, by TPI and SBCA) fo'r safety practices pnor to pertorming these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
tl rd ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or 810,
icab-le. Apply plates to each face of truss and position as shown above and on the Jomt9Details, unless noted otherwise. fefer to
Is 160A-Z for standard plate positions. Refer to job s General Notes page for additional information.
a division of ITW Build incLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any. failure to build the
conformance with ANSI/TPI 1, or for -handling, shipping,, installation and bracinclof trusses. A seal on this drawing or cover page
1is drawing Indicates acceptance of professional engpneering responsibility solely -for the design shown. The suitability and use of this
l for any structure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
e information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com: ICC: iccsafe.org; AWC: awc.org
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 250048 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T21 /
FROM: HMT Qty: 6 7A5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52619
Truss Label: EJ7A / 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 "
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
2X4(A1)
i Criteria
I Std: ASCE 7-16
�d: 160 mph
)sure: Closed
Category: II
C Kzt: NA
i Height: 15.00 ft
L: 4.2 psf
L: 5.0 psf
:RS Parallel Dist: h/2 to h
Dist a: 3.00 ft
from endwall: not in 4.50 ft
GCpi: 0.18
Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
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.
B
7'
7' i
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.016 C -
HORZ(TL): 0.030 C -
Creep Factor: 2.0
Max TC CSI: 0.738
Max BC CSI: 0.513
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
1
:w o. ! f� �t
® +pp 0V S
e A,
a
COArK6 0NAV',�,'`°
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
A 270 /- /-
/179 f71 /186
C 126 /- /-
f76 /- /-
B 177 A /-
/132 /171 /-
Wind reactions based on MWFRS
A Brg Width = 8.0
Min Req = 1.5
C Brg Width = 1.5
Min Req = -
B Brg Width = 1.5
Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA).safety practices Prior to performing these functions. Installers shall provide temporary
bracing per BCSI.. Unless noted otherwise, top chord shall have proper y attached structural sheathing and bottom chord shall have a properly
attached r'i id ceilmp Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections 63, B7 or 610,
as applicabgle. 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 drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(t�� solely or 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.
— ____ __ .._........................... ni.....,...,i.,.......,..,.--. T i. ;, care e - Orlando FL, 32821
SEQN: 250049 / EJAC Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T24 /
FROM: LPM Qty: 3 ,7A51320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52650
Truss Label: EJ3 / WHK 03/10/2021
4"3
V
3'
3'
C
10'2"11
T y
EO
o to
c�
CV
8'8n
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
g ry
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 188 !- !- /157 l71 /100
BCDL: 10.00
E XP: C Kzt: NA
Snow Duration: NA
HORZ(LL): -0.001 D
D 52 /- /- /28 /- /-
Des Ld: 37.00
Mean Height: 15.00 It
HORZ(TL): 0.002 D - -
C 65 /- /- /45 !66 /-
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.248
B Br Width = 8.0 Min Re 1.5
9 q =
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.112
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: Any
FT/RT:20(0)/10(0)
Bearing B is a rigid surface.Bearing B requires a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE 1VIEW
Ver: 20.02.00A.1020.20
�uuruer
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.
e•t } j "( /4t.f,
FE
a a
o, 7'08 I
fl
n
_
8 Ai 0
,e s
T S
Q4,��•@"ptllwt •mop��i�
COA / s°Bf%S�t>f tttV4lt
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 fabricatingp 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 ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, ----
as applicable. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en meering responsibilitty� solely for the design shown. The suitabilify and use of this
drawing for any sfructure is the responsibil!ty of the Building -Designer per ANSI/TPI 1 Sec. 2.
Suite 305
For more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.ora: SBCA: sbcindustrv.com: ]CC: iccsafe.ora: AM, awaorn Orlando FL, 32821
SEQN: 250050 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T23 /
FROM: RWM Qty: 2 7A5/320 ,182ED,F ,02G ,Ri01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.51540
Truss Label: EJ2 KD / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
V
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: If
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 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.
12
2X4(A1)
21
2'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: INA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
T918114
c�
LO
$r$n
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.137
Max BC CSI: 0.026
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
+�
s e
�® ii.708 1
C m
a
0 q«� h
0 to
a e�
COA`tfQVONAd..
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 157 /- !- /140 /54 /5,
D 32 /- /- /18 A /-
C 34 !- /- /20 /26 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width =1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid'surface.
Bearings B, D, & C require a seat plate.
Members not listed have forces less than 375#
WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, 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)% attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 - as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 16OA-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 Q PI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing -indicates acceptance of professional en meering responsibili{� solely -for the design shown. The suitability and use of this
drawing for any s9ructure is the responsibility of the Building -Designer per ANSUT�I 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineilw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc-oro Orlando FL, 32821
SEQN: 250051 / JACK Ply: 1 JoNumber: N334504 Cust: R8975 JRef1X3L89750047 T34 /
FROM: JRH Qty: 4 J Ab 5/320 ,182ED,F ,02G ,R101 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52681
Truss Label: CJ5 KD / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
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,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)/l 0(0)
Plate Type(s):
C
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
VIEW Ver: 20.02.00A.1020.20
03/10/2021
11'2"5
M
CV M
M
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 /152
D 89 /- /- /51 /- /-
C 118 A A /85 /116 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections-B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Al line, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional encLmeenng responsibilitty� solely -for the design shown. The suitabili& and use Nis
drawing for any soructure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcinduslrv.com: ICC: iccsafe.oro: AWC: awc.oro Orlando FL, 32821
SEQN: 250052/ JACK I Ply: 1 Job Number: N334504 Cusl: R8975 JR&AX3L89750047 T33 /
FROM: LPM Qty: 4 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52682
Truss Label: CJ3 / 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 "
�— 1'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
N
2' 11 "4
2' 11 "4
r
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/
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):
WAVE
VIEW Ver: 20.02.00A.1020.20
s •
P
COAL!®>NA�.
a�+�ataSaamNN9`�
03/ 10/2021
10'2"5
rn
c�
CV
8'8"
♦ Maximum Reactions (Ibs)-
# Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 /71 /99
D 50 P P /27 /- P
C 63 P A /44 /64 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
."WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT`" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI 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 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 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 ANSI11 PI 1, or for handling, shipping,. installation. and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solely for the design shown. The suitability and use of This
drawing -for any sCructure 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: sbcindusl .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250053 / JACK Ply: 1 Job Number: N334504 Cust: R 8975 JRef:1X3L89750047 T29 /
FROM: LPM Qly: 8 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52525
Truss Label: CA / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Soacino: 24.0 "
12
6 C
43
T
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzk 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
Lac. 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.
11 "4 a�
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc 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
Ver: 20.02.00A.1020.20
g 017.08 1 °
°
COA`QA kt.6-
Oialu6iffifoot°tD�*--
03/10/2021
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 143 /- /- /145 /76 /45
D 11 /-2 /- /14 /10 /-
C - /-15 /- /29 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent laterel restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
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 ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilityy solelyor the design -shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250054 / HIP_ Ply: 1 Job Number. N334504 Cust: R 8975 JRef:1X3L89750047 T22 /
FROM: HMT Qty: 2 7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52291
Truss Label: HJ7 �TCE / YK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"11
127'3
4.24 l 2 a C4
v
o�
ih in
v
B
3 A t 8'8"
FE
2X4(A1) =4X4
1'5"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0, 1 62"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
9'2"2
9'2"2
Snow Criteria (Pg,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):
7"1
9'11
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.049 F 999 240
VERT(CL): 0.092 F 999 240
HORZ(LL): 0.012 C - -
HORZ(TL): 0.023 C
Creep Factor: 2.0
Max TC CSI: 0.542
Max BC CSI: 0.670
Max Web CSI: 0.261
VIEW Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
E 364 /- /0 /- /84 /0
D 214 A A A /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 392 - 565
Maximum Bot Chord Forces Per Ply (Ibs)
- Chords Tens.Comp.
B - F 534 - 356
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 391 - 587
""WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installingand bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 as applicable. Apply plates to each face oT 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 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 bracin4 of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional an Ineering responsibility solely -for -the design shown. The suitability and use of this ,
drawing for any structure is the responsibility of the Buildinggesigner per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: icosafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 250055 / HIP_ Ply: 1 Job Number: N334504 Cust: R 8975 JRef: 1X3L89750047 T17 /
FROM: LPM Qty: 2 ,7A5/320 ,182ED,F ,02G ,RI01 / 1828/CALI/4EBB ELEV.D/F DrwNo: 069.21.1140.52493
Truss Label: HJ3A �TCE / YK 03/10/2021
i
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
I- 1'5"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 it
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #2 N;
Bot chord: 2x4 SP #2 N;
Loading
Hipjack supports 2-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
C
17
4'2"3
4'2'3
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.002 D
Creep Factor: 2.0
Max TC CSI: 0.120
Max BC CSI: 0.074
Max Web CSI: 0.000
VIEW Ver:20.02.00A.1020.20
03/10/2021
T10'2"6
N
81811
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 84 /- /- /- /45 A
D 28 /- /- /7 A A
C 64 /- A /- /48 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, 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 �roper)v attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310;
as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for s�andard plate positions. Refer to job's General Notes page for additional information.
Alpin@, 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 ANSI 1, or for handling, shipping,, installation and bracincLof trusses. A seal on this drawingor cover pa a 6750 Forum Drive
listing this drawinq-indicates acceptance ;of professional enprneering responsibili((vv solely -for the design shown. The suitabilitand use ofq is
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com: TPI: tvinsl.ora: SBCA: sbcindustrv.com: ICC: iccsafe.oro: AWC: awc.orc Orlando FL, 32821
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x a7oJg .�. 4x2 (T)
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00•I = :�z)I 'II a,4nsodx3 'pas0lou3 ADDI}JDd '}y61aH uoaN ,SI 'paadS pulM L{dw 021 1JO
00'T = :�zN '(I aunsodx3 'pasopu3 'I LIGPH uDaN ,ST 'paadS pulM lldw 04i JO
001 = 42)I '6 aJnsodx3 'pasopu3 Alloll•Jod '),OPH uoaN ,St 'paadS pulM udw 04I 1JO
00-T = 4-z>j 'S a.Ansodx:] 'pasoPuI f0,451aH u'OaW ,ST 'paadS pu!M qdw 09T 19T-L 13SV
11b4-aa q.uawaDjo jupa 1 pnq-S a)ci oD
'T'
Reinforcing
Member
Gable
Truss
Gabe Detail
For LPt-in VPrtirnlc;
Gable Truss Plate Sizes
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
to that covers the total area of
capped plates to span the web,
„ 2*2X4
*-2
Provide 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) Nails at 4' o.c. plus
(4) nails In the top and bottom chords.
Toenalled Nallsr
IOd 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 Detasl Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A2003OPED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118,. S20015ENC100118, S20015END1001131 i
S11530ENC100118, S12030ENC100118, S14030ENC 30 IOOlfd,°¢
S18030ENC100118, S20030ENC100118, S20030E 01 � QP b10
See appropriate Alpine gable detail for maxi eta rap'
'1 ek4'4cS r ANC
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Relnforcing
Member Member
Toe-nall - Or - End -nail
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detal0.
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
Example,
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c, SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf,
Mbr. Size
'T'
Increase
2x4
30
2x6
20
A PI
AN ITW COMPANY
\\514\Earth\City\Expressway
\ \ Suite\ 242
w=nwlmrANr.= WtsH rnusnRAv�IG TO °AWiLALL ra TES ON THISBRAVING!zNsrauER s
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe` n
follow the latest edition of BCSI (Building Component SafetyInformation, by TPI and SBCA) fa s t
practices prior to performing these functions. Installers shall provide temporary bracing pe. BCSL
unless noted otherwise, top chord shall hove properly attached structural sheathing and [Do m choi
shots have a properly attached rigid celting. Locations shown for permanent lateral restraint f sn
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eau,
as shown above and an the ions. Details, unless noted otherwise.
of truss and drawings
Refer to drawings as for standard plate poe o in
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviatto r
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin
Installation & bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professbnnl
engineering responsmplty solely for the design shown The suitability and use of this drewirg
for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2.
° #
r
E aJ e
®B {�
a qit
o �°' ffiv� y�
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}
/
f, / ILL,�j \
a gy{l�`ll_S/1 �/2.�2.1
.yst'4l
MAX, TOT, LD, 60 PSF
REF LET -IN V E R T
DATE O1/02/2018
DRWG GBLLETIN0118
DUR, FAC, ANY
1\Earth\City,\MON 63045
For more Information see this Job's general notes page and these web sites.MAX.
ALPINEi wwr,nlpineltw,coml TPI, rwr.tpinst.orgl SBCAt rrw.sbclndustry.argl ICO rww.lccsafe.org
SPACING 24,0"
s I w
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 DIAMETERS)
D - SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL DIAMETERS)
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BELOW:
# SPACING MAY BE REDUCED BY 50%
ww SPACING MAY BE REDUCED BY 33%
DIRECTI❑N
OF LOAD AND
NAIL ROWS
LU
W
J
C� )K A�Ai NAIL 0
LINE 0
J
pq
A
BW
1 1 1 1 B/2W
T A I
C
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE.
A
B)K
C)K)K
D
8d
BOX (0,113"X 2,5°,MIN)
3/4"
1
3/8'
1
3/4'
7/8'
10d
BOX (0,128'X 3,',MIN)
7/8"
1
5/8"
2'
1"
12d
BOX (0,128'X 3,25',MIN)
7/8"
1
5/8"
2"
1"
16d
BOX (0,135'X 3,5",MIN)
7/8"
1
5/8'
2
1/8"
1 1/8'
20d
BOX (0,148'X 4,0,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)
1'
1
7/8'
2
1/4'
1 1/8'
16d
COMMON (0,162'X 3,50,MIN)
1'
2'
2
1/2'
1 1/4'
GUN
(0,120'X 2,5',MIN)
3/4'
1
1/2'
1
7/8'
1"
GUN
(0,131'X 2,5',MIN)
7/8'
1
5/8'
2'
1'
GUN
(0,120"X 3,',MIN)
3/4'
1
1/2'
1
7/8'
1"
GUN
(0,131'X 3,',MIN)
7/8'
1
5/8'
2"
1"
C/2)K*
NAIL
LINE
C )VK \— TRUSS
MEMBER `a
BLOCK LENGTH A�.~�.--.�~~�.�.� �.�� ®ay*.
J-
LOAD APPLIED PERPENDICULAR TO GRAIN LOAD APPLIED PARALLEL VAIf�I
w
DIGI
W-DIPMTANT" nus DAvwm Ta AND i�CONTPACTMS DRMUBMITES [IN THIS M T�' UCE INSTM-� o
REF NAIL SPACE
Trusses require extreme care In fabricating handling, sh�pptng, Installing and nd brncing. Refer n�
follow {he latest BCSI
edition of CHulltlln Con anent Snfet Information, b TPI and SBCA) fo s t
practices prior to performing these functions, Installers shall provide temporary bradng pe. HCSL •
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho
a
e
DATE 10/Ol/14
DRWG CNNAILSP1014
sh¢R have a property attached rigid calling. Locations shorn far permanent lateral restraint f s
shall have brncing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply to
qr
A �I
plates en
of truss and drawings 1 0 as sham above and on the Joint DetnRs, unless noted otherwise. s
Refer to drawings 160A-Z for standard plate positions.
a 6 �✓
t
AN ITW COMPANY
Alpine, a division of ITV Bullding Components Group Inc. shall not be responsible for any deviation r
this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin _..
Installation 6 brncng of trusses.
®m®a q «go �_�
Brw otran P• (1wJ , '
\ \ 514\ Earth\ Ci \ Expressway
ty p y
e A seal on {Ns drewtrg or cover page Usti g this drawing, Indicates acceptance of professbral
rgineeWrg responsO�Rlty solely for the design sham, The this
y `� 7
�
11Suite\242
suitability and use of drawng
for any structure Is the respons6lRty of the "ding Designer per ANSI/TPI 1 sec.2.
{v�10/2021
\\Earth\Cily,1 MO\63045
For more information see this Job's general notes page and these web sites,
ALPINE, www.alpineltw.comi TPI, www.tpinst.orgi SBCAi www.sbcindustry.orgi ICC, wwwJccsafe.org
Valley Detail - ASCE 7-16: 180 mph, 30" Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
,Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better.
)K)KAttach each valley to every supporting truss with:
535# connection or
with
(1)
Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph.
30'
Mean
Height, Part. Enc.
Building, Exp. C, Wind
TC
DL=5
psf, Kzt = 1.00
Or
ASCE 7-16 160 mph.
30'
Mean
Height, Part. Enc,
Building, Exp. D, Wind
TC
DL=5
psf, Kzt = 1,00
Bottom chord may be square or
pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members.
All plates shown are Alpine Wave Plates.
3X4
12
12 Max,
2X4 X4
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, BOY length of
web, same species and grade or better, attached with IOd 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,
WXX 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
SQaG\AN���s'
W�r
-oVARNaSiwK READ AM FM-LnV ALL NOTES ON THIS WAVING] �T
rrwIHPONTANTee FURNISH T1,11S DRA%IM Ta ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer ,�t�
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for fd'S
practices prior to performing these functions. Installers shall provide temporary bradng per L
Unless noted otherwise, top chord shall have properly attached structural sheathing and both d^
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint a r�
s� shall have bracing Installed per BCSI sections 113, 117 or 1110, as applicable. Apply plates to each^$at
of truss and position as shorn above and an the Joint Details, unless noted otherwise.
P' Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Bullding Components Group Inc shall not be responsible for any deviation i
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY Installation g bracing of trusses.
A seal on this drawing or cover page ::sting this drawing, indicates acceptance of professional
115141Earth\City\Expressway engineering responsd�lllty solely Pow the design shown. The suitability and use of this drawing
1 \ Suite\ 242 for ony stnrctu�e Is the responslblUty of the Budding Designer per ANSI/TPI 1 Sec2.
1 \ Earth\ Cily.I MO\ 63045 For more Information see this Job's general notes page and these web sites
ALPINEi wrr,alpineltw.coml TPI, ■wwtpinst.org) SBCA, www.sbclndustry.org) ICd wwwJccs&fe.org
2X4 4X4
--�Tf
Stubbed Valley Optional Hip
End Detail Joint Detail
H e /,
aoAaw r
f
moron Tr usses
at 21' O.C.
f
a` .r
LL 30
TC DL 20
T 0 �+°� Z BC DL 10
d BCLL 0
TOT. L
h►AI
T
u
Partial Framing
Plan
0 40PSF REF VALLEY DETAI
5 7 PSF DATE 01/26/2018
0 10 PSF DRWG VAL180160118
0 � 0 PSF
5 57PSF
0/2021 DUR.FAC.1.25/1.331.151.1'
SPACING 24,0'
4 1
Valley Detail - ASCE 7-161 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord
2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Unless specified otherwise on engineer's sealed design, for vertical
Bot Chord
2x4 SP #2N or SPF #1/42 or better,
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
Webs
2x4 SP #3, SPF #1/#2, DF-L #2 or better,
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
)Kw Attach
each valley to every supporting truss with:
Lateral Restraint applied at mid -length of web is permitted with diagonal
(2) 16d
box (0,135' x 3,5') nails toe -nailed for
bracing as shown in DRWG BRCLBANC1014,
ASCE 7-16,
30' Mean Height, Enclosed Building, Exp. C,
Wind TC
DL=5 psf, Kzt = 1,00, Max, Wind Speed based on
Top chord of truss beneath valley set must be braced with:
supporting
truss material at connection location:
properly attached, rated sheathing applied prior to valley truss
170 mph
for SP (G = 0.55, min,),
installation,
155 mph
for DF-L (G = 0.50, min,), or
Or
120 mph
for HF & SPF (G = 0.42, min,).
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Maximum
top chord pitch is 10/12 for supporting trusses
Or
below valley trusses.
By valley trusses used in lieu of purlin spacing as specified on
Bottom
chord of valley trusses may be square or
Engineer's sealed design,
pitched
cut as shown,
Aww Note that the purlin spacing for bracing the top chord of the truss
Valleys
short enough to be cut as solid triangular
beneath the valley is measured along the slope of the top chord,
members
from a single 2x6, or larger as required,
shall be
permitted in lieu of fabricating from
++ Larger spans may be built as long as the vertical height does
separate
2x4 members,
not exceed 14'-0',
All plates shown are Alpine Wave Plates,
4X4
3X4
2X4
12 Valle
12 Max, Spacing
2X4 X4
Pitched Cut
Square Cut
-- 8-0-0 Max Bottom Chord
Stubbed Valley Optional Hip
Valley Bottom Chord
End Detail Joint Detail
4X4 Toe -nailed Valle y
/
12
m n T u e
12 Max,
t 2 o, ,
-+T�ko
X3
zz
12
ll S t
IX3 6=0-0 10 Max, `�1`
a 4
iX3 (Max Spacing) 2X4 Q�f ��`9
1X3 5X4/SPL 63 'Waigl►rsa�aa�r�r►t,,,
SQo
�•%,Common
20-0-0 (++) .pD• p psa
T trusses Partial Framing
g4pU'aO
'
Supporting trusses at 24' o,c, maximum spacing,®+sag°��i `�5 f. �`
at 24' °'c' Plan
a ra
4-41
o w
■wIl�R2TANnu FIB nas�nRAVING To nCONTRACTORS `TTHIS T"1'°itE —TALLER d XF-a
Trusses require extreme Cure N fabricating, shipping, and bracing. Re �' .w+ .n
follow the latest
'
s
LL 30
30
40PSF
REF VALLEY DETAIL
edition of BCSI (Building Component Safety Infornatlon, by TPI and SBCA) f e
nent Safety Information,
•
TC DL 20
15
7 PSF
DATE Ol/26/2018
practices prior to performing these functions. Installers shall provide temporary bractBCSL
unless noted otherwise, top chord shall have properly attached structural sheathing and b ton chd
shall have
�y a
BC DL 10
10
10 PSF
DRWG VALTN160118
a properly attached rigid ceiling. Locations shown for permanent lateral restrain of bmm
shall have bracing Installed per SCSI sections H3, B7 or BIG, as applicable. Apply to ed3h
8"'i l EJ
R
A PI E
plates e�'
of truss and position as shorn above and on the Joint Details, unless noted otherwise. �' a
Refer to drawings 160A-Z for standard plate positions.
p d`e',`�`i
oat
BC LL 0
0
0 PSF
AN ITWCOMPANY
Alpine, n division of ITV Building Components Group Inc. shall not be responsible for any devlati
this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shippl
Installation 6 bracing of trusses.
A this drawing
**®�
'�o•feaav`r
�+
TOT, LD, 60
55
57PSF
"Suit Earth\City\Expressway
\\suite\z42
seal an acceptance t professional
nnl11
or cover page Ussig this d. The suitability use of this drawing
englneeNrg structure
hsUth solely for the design shorn The sdtaper AandNSI/TPI
;or any strucNre Is the responsibility of the HuRmrg Designer per ANs[/TPI I sect
��
+cl'jF��j�tK /10/2021
DUR,FAC.1.25/1.33
1.15
1,15
\\Earth\City,\MO\63045
For more Information see this Job's general notes page and these web sites,
w ALPINE, ww,alpineltw.coni TPI, rwr.tptnst.orgi SHCAi www.sbcindustry.orgl ICC, wwwlccsafe.crg
SPACING
24,0'
4 w.
I VALLEY FRAMING & BRACING DETAIL
1/2
of
Lumber Size and Grade•Minumum Requirements
GENERAL NOTES
Purlins required T-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a:
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gored between rows.
Typ)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(••) 816d face -nails
Rafter to sleeper or blocking
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)
316d toe -nails
Truss to blocking
4 16d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
CRIPPLE, BRACING, &BLOCKING NOTES `V 13. Collar beam to rafter 416d toe -nails
NOTE:16d (0.162"x3.5") COMMON NAILS
-20 continuous lateral restraint (CLR) min. Is required for cripples 5'-0" to 10'-0" long
nailed w/ 2.10d (0.148"x3") nails. Or 2x4'T' or scab reinforcement nailed to flat edge
of cripple with 10d J0.128"x3.0") nails at 6" o.c. 'T' or scab must be 90% of cripple length.
Cripples over 10%0' long requre two CLR's or both faces w/'T' or scab. Use stress
graded lumber & box or common nails.
;Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
Installed Into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing In accordance to current NDS requiremen 4y
Nails are common wire nails unless noted otherwise.
��GElys�•. / y,
I
(A) (B) (")
�TNfra F1'MTws MWDGNO �M ALLY "L`�MRSS ON i}Qr TVTW =TALL= v ; 1 _ LL 20 30 40 54 REF VALLEY FRAMING
Trustee nquYv extreme core k, fahricatino, kw d bxb shippho, Instaeine ono brocNp - Refer to, L • 7� �
fellow the latest edttlon of BCSI UkAa&p Canponmt Safety Infornatim, by TPI and SBC/N for saf • e DL 10 20 7 7 DATE 10/O1/14
practices prior to perfornlno these functions. Installers shag provlde temporary bra per B • •
LW noted otherwise, top chord shall have property attached struebral sheathino and bottom _ - STATE OF J IC DL 0 0 0 0 DRWG VACNV1801015
stall have a property attached Hold Celhp. Locations shorn for permanent lateral restraint of •
shall have brockVposition
installed per BCSI melons the
Joint or DB10,et lts uriess nor Apply praise to cad, fnQL : •
'�\II of truss amd po:w«, att sho.n above and «h the7w Bohn: unress te. A otherwise. 'S • 6 •• � C LL 0 0 0 0
u �.I Refer to dmehps 16CA-2 for standard plate posltionc �� /�► e••e� ORIOP••• �(Y`
Alpine, a dvislon of ITV Butdino Components Crap me shall not be respa„sl,te for my devhtlon iron •e6•„.e•• Q
AN iTWCgMAANY this dra•ho. any falure to build the truss h confrnonce wf h ANSI/TPI 1, r for har ftv, sh+laplra • Fs G� TOT. LD.30 50 47 61
hstallatim i bradr,o of trusus. tf �t c
A seal en this dmvhe r Cover pool itstrq this dra.lrn, ►�wm o�epmnce pro u�v�n� `tNt�� sorely rr the strewn Thethis
i3389 Wkefronterive f°r 1' "`t"'' h` reip°"`�"h' ei•'�'° ei�"e'' pe'' Arai 1 S _P_ rrtN DUR. FAC. 1.25/1.15
Each City, MO 63845 Fr rare hfornation see this Job's eerernl notes pn oe and these web stew
A1P11C. wvvalpYeltw.cant TPL ww..tpinstor i SBd4 www.wlxdrWustryaro, [co www.1=Afearp (0 2o(9— SPACING SEE ABOVE