HomeMy WebLinkAboutTrussNE
'IQ.-R"
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
C4 I I
PLUM
SHINGLE ROOF
Reviewed for Code
Compliance
Universal Engineering
Sciences
E"W"I E W
I ..
- n
I
F'L- L-L C- f42vO 1-13e
n D D E? f1E'�J
VON
N
lie 14'-0' 4'-4' 21'-4'
39'-8" �:l
1.
NOTE
DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE BACK CHARGES
MLL NOT BE Total Truss Quantity = 72 EPARTMENT AT CARPPEENTER CONTRACrORWITHOUT PRIOR SROnFF AMERRIUEN CINC. 77-AL By 293-994887
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND
ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
Labeled End Marie
0
General Notes 1
1) N Po<ad td-1 tnamw, tat mama and Ikt
,t�••�uampt+rt�wt
2) N h�mga>, m be 5fr9grow "m I�dISRB Diem tAhtrraho
nate1
8) All mw W e q Is 2V O.C. mdsc tdh�iw
Doted.
4) Per Tres Pleb hmhlub Bm"I nmrmwdit
ptm.mrd x-badq td.add be plated at a
rnak wn spadtq IV O.C. == the t,pm, to
be npatd at a m®mue of 20' brtmn emb
X-tram the 1wt the *Ucb e.
tiaae ttiar m BL4B1 for at7 adddiand Wmkq
titdark
ROOF LOADING SCHEDULE
TCU- = 20 PSF
TCDL = 7 PSF
BCLL = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
NAND SPD/TYPI= 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL. CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Truss member desibbm & connector plates
arc dasiymed t"r ASCE 7-16 and maxt.rw..
forces from both mmponena and claddings
and main wind fora resistinS ryatcros.
• These tna s. have been reviewed to-7 an
additional 10# psf non vnaa.rent bottom chord live
load.
FLOOR LOADING SCHEDUL
TCLL PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNM FOR
SHINGLE
ALL REACTIONS AND UPLIFTS
ARE BROWN ON ENGROMRING
PALL KEY
OW-B"
® 0
DESCRIPTION INIr. DATE
ttm az wtt tuaru
tea tt� .tnt anve
r
li
t t i
0 CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE rs N. W.
WINTER HAVEN FL.ORIDA 33880
PHDNE'(800) 959-8806
FAX. C863) 294-2488
BUILDER D.R. HOR TON STATEIIIDE
PROJECTCREEESIDE ,--
MODEL 1828/CALL/4EBB /
CCA PROJ/MODEL/ALT
7A5/ 182EC.E/ 02
ALT DESC
OTC 99ff- Wd ADwD1v �
LOT 96 / BLOCK
DESIGNER
PAGE
RFS
1
DATE
3 17
�NN334501R
SCALE,p30
14 "=1'
•
ENGINEERING PACKAGE
Builder: JDR HORTON / STATEWIDE
Project: 7A5/320 CREEKS IDE�mm���
Model/Building: 182EC,E
Lot Alt: �02H
Lot: E--96,. ., Block:
Address:
........................ ............... ....... . .......... ................... .................................
JobNumber: N334501._.................... . ..�
Revision Date:
Unit:
New Load #:
CARPENTER CONTRACTORS OF AMERICA, INC
Reviewed for code 3900 AVENUE G. N.W. -
kxt Universal Engineering Compliance WINTER HAVEN, FLORIDA 33880
-�
Sciences
PH (800) 959-8806 FAX (941) 294-7934
ALPINE
March 1-3,2019 AN ffWCMeAWt
W. Bob: Michaelis,
Ca . C66tractots of Amerida,, Inc:.
CarpenterContractors
-�90Q Avenue G. Northwest
Wint6r Haveh,.:Fl_ 33880-6201
Re: AlternafiV6 jhstWlatiIon§Jbr a single 01y carried Miss with a width Jess than the hanger width, ,and.
Wood. blocking .tqachieve fill] design load value for f4ce.-Mo.*Uhtod:'hanger *.attachi-A6nt on. a one ply
supporting girder (Reference detail WA3M2).-.
Dear Bob,.
Fora single Ply carried truss with p. width le'§t than 'the 'hanger. width you can lbs!qll'
..a. prefabricated jack
scab .truss: (I for woo,d.-filler blookihg;: The, chord: sizes,.chord..gr, Ides, and Alpine: connector plate(s) to.
, be - the. same asthe single :Ply'".camodtruss. The prefabricated jack scab truss - ',Will have a: minimum
.length, of 481' and will have a T.ingn�ym.pit6h.:of 51.12, The single ply. cardhall havo
carried s : reaction of
have:.:
3.506or less. Attach scab . : truss%f�ithjwo. Mrows:.'ofDA28" 3ff"G(in Nails at-'.-Z'
h prefabricated jack x
OX.pqtr - V_-Figure- - I-
Pl6ps6..r_6f6.r,t-6..the Simpson Stronge .0
loq C-C
201.9.. page 216' FigOre:3 for more information;
FigLire.."I
Fova *sin g*.1e'- plY-9..ifd e'r'that requires woo dblocking design load valueforface-mounted
hangerst :the back single girder with the same size and
.. -attach one wood bloc 0 ckfaceoflhe.'. g... y
grade-d8the' bottom: dhbtd, ofths. singlia. -ply girder. The.-wo6d:bloc.klength to.-66.such that':the:wbcid
blocking- -extends to each adjpcent panel hts'(w6b�.afid b6ttom'. chord intersections): Atta h wood
extends ... . (3.128
* PQ! ...-C...
block rows. -of staggered . 3.0 applied to the
6760'F*Orum Deive.*Suite 305, Orlando; FL 32*821
www.al'pineitw.,com
_ __. ___-___'--......... '-__-_-___-____---'-'_----_-'-_-� -
The ohof '�ck�co�tm��ofmrvvbod�U��l»k»��' '��mu�Pd ' to: achiew full.� ' ��
design load,
�v�k�eforhangers must beapprpved by the. hardware m4nufaciu'rer.'
' d_ andehd distances, . ,'_ all nail connettibriEVmUstbe to.—����,of
Yxood-
If\can.beofanyfurther assistance,.or if you have anyqplease-give ' me a -call..
^ ]�
"
Odando, FL
" 6750'FbMu'nfDhv&Sd� 'OUand6`FL32821- 78780-(863)422-8886
� --~`-r-_~'--'
ALPINE
M14"COMIM
AOJI 261:2019'
Mr. Bob Michaelis
Carpenter Coritreictors -of Ath erica, Inc.
Avenue 0; Northwest
-Wintet HW6n, FL 33866,6201.
Dea.r Bob,.
.R&' Str6n'obabk bridging.6h
I understand -there i's �dofti6 concern over our recommendations f6rstr6hgbackbridging on roof of� ro trusses;
$t(on.goack bridging for roof trusses. is not.a-require.ment of ANSI-7PI 2014.nor is it a requirementof-the
Building Component Safety Information.(BC5.*�)`-.,t:.p" .But strongback Bridging- on roof- trusses is
APPOM.prded. by C rpeht.et Am6dc _Stf6hgbadk brld�ihg,s
emes
_folIqwjg two,... _..:._.....-
functions:,
One, bridging aligns the bottom: chords after they: are.. setso. the re uniformalong .-Y p. - the ceiling
line and helps.with'.ceiling sorviOeability.
Two; bridging reduces e6lativd d6flectiodh of. adjdb6ht -trusses::
Strongback b(idging.doe's not: prevent -pr reduce overall individual d6flectiOn, especially -arty roof trusses-
MVIn
....... ... . _g. ... .... ........ ......... .. ....... ............ ... ..... ......
St bh .and
�ongoaqk- bridging in roof. 'trusses does not serve as 1erhobra"'ry-.6k permanent bracing n is not
.intended tb.- , istR661:6., oi�'shpb(�' design loads, -betW.een trusses. Consequently, -n .. dps ldh lbad' have:
6 s - P $
been, accounted for'With this. detail and continuous strongback should 'not bbAtt* ached between
common and :girder trusses- e use of strongback bridging shall not, with other design
considerations as specifidd.by the EnghtL- "cif Re
cord or the Building: Designer.
The outer ends of strongbackbridgingshall . I be; aw.a. wall .:or another:secure end. restraint; or
ap.sppcified'.by the EngineerofRecord or.the BUilding'.136sjbh6r..
Sfrbn'g'b6ck- bridging shall. be �p- minimum :of 2X6 -norbinat Idimbdr. oriented -iifth, -the &Oth- V.0itimll Attach
W4 d . orn each intersecting rhemb&. When -extending the
146 :common. nails 0.11Wx3.5" nails
nail§ at:
:strongback bridging overlap by at. a.minimpm of two trusses, The location: of. fbQ.- strongback bridging'.
ippyb.e: specified ;by 'the. Truss MpriUfpctut6r-,, Engineer of Designer:
, R66ord, or Building De§i n Please refdr'--.to
-
:. 9
BCSI "Strongbacking'Provi'sions" or to Alpine:. STRBFtiBR101.4 detall for more. information. The. graphic
§hoWh -(FidUee__A) is fbr,gen.6riic-::iiiiis'tr'8itiv.e'purpose only.
,6750 Fo:rum Drive:S'uite 305, OflMdo, FL 32821- (800) .5214790.- (863)422-8685
4m--.WPin&itvV..com
6
0
ALPINE
01.1-5Acit i ty ti c it l 4.1
Figure-J,
If Lcan be of any fudh6f aissis..tance, or -if you have .any questions; please give. me a c.q.11.
Wilfi6hi. H.,Knck- KE'.
Chief Engineer
Alpine an ITW:Co ' mpany
• Engine6rin'g_'D60Artmeht
-OdOn.da, FLV82.4.
Forum Drive Sbite..W5', Gdb'n'dbl- FL 328ZI (800). 5211-9790 - (8153) _422-=9685'
alpin . e Aw
I . .;QQM
.1
' STRONGBAC:K BRIDGING RECOMMENDATIONS
BUTT =,
All scab -.on blocks shall. be: .m1nimum.-2x4
.STRONGBACK
:BRIDGING TOGETHER
stress graded ,umber;'
Do-Alt..strongback bridging .and bracing shall :be::a.
minimum 2x6 'stress gracled:.lui*ibel^,"
he -purpose o s ro ck b I I I o
< '0- ATTACH SCAB WITH*10d:BOX/.GUN.,
de.v.e O'p oad shay ng between'' I dgl d of trusses,:
d' =0' N6. <0,128�x3A'2 NAIL"S'IN'2 ROWS`AT'
SCAB' 6' O.C.
reS.t i tIl) Iri an ;overall .In&&c.i!•e in•'th�
g
NOTE, 'SN LIEU.OF: SPLICING. AS SHOWN, I
stiffnessr.:of the: floor system ax6
LAP.' STRONGBACK•:BRIDGI S NEHBERS
FOR':AT'LEAST ONE.TRUSS::S?ACING
stron back brld in ositlohod ds'. siiowri in
g g g� P
S:T:RONGBACK BRIDGING :SPLICE DETAIL
de'taUs, is recommended at. 10' =0' .o.c. .(max:}
*-The; te_rrls: 'bri:dging' and 'br'acing' :are some-times
NOTE, Details J. and 2. are 'the ;preferred' atta.ct rmeht methods
ATTACH STRONGBACK fi0
VEB.i�/. (3) 10d`COMMON
mistakenly •used.'=Interchangeably ''Bracing' is' an
. C0148'x3') NAILS OR 2 :
O
Impgr.tont structural re uireMent' of an floor
..
q,' .. y
C9>:'lOd :BOXlGUN
1 28rx3A7.: NAILS
': '
or roof '.system, Refer :to- the Truss. Design
DrgM*Ing CTDD) f.ow "the ..bracing re.qulr'erRents 'for
ecich in.c1IVidU6t .-truss component, 'Bridging;'
o
particularly 's'trongbatk.' :bridging' :'Is' a:
recommendatign' for a truss system to, help
contr.pt , vibration. In: aoldition to' aiding,, in the:
distrlbutlon of point loads between adjacent
truss., •str..ongback bridging_ serves' to reduce
STRONGBACK BRIDGING.,
C'REQUIREMENTS ,
to 10' Nonr re utred
quunue: ur
moving poln
r.estauca vlgrazlpn'. `Y'esUCZing, from
loadsr such a's footsteps.
a1o.271'ea:ceecrosn of
The. performance of all floor systems •are'
(2)'lOd COHMON':CD148'x309 []R''
BOX/GUN:. (0128'ic3A')'NAILS '.AT 24. (MINIMUM) STRONGBACK, .' .
iNd.
enhanced .b y'
the. IristalCatloti of strop back
9.
TnP 'AND::BGTToH;:aF 2x RESTRAINED . AT' EACH .END:
Onr40'cdroesallP'acpaFdsl
bridging and
therefore :is. strongly recommended
',M"n
STRONGBACK.TO.BLOCK Wt:(3)
b Alpine,
y p
30d COMNON C0148'x3A9 NAILS
OR W16d'BOX/rAi (0128' ',0') q
For additional Inforriatioh regardir)g s-trongback
NAILS' a
bridging, refer t:o' ocs (Building Component
Safety Information).
°
°
ATTACH STRONGBACK7
Z-0110
STRONG$ACK BRIDGING' ATTAEHMENT_ AL:TEeI2NATIVES"'e"•�.;.
:: 2 O
:
„v&wn„ mm am-ralw A!L•wtt3 of Ten =AvtKi
e�JIPOttANiti, rttmusx'tt¢s lratvntc m Ali CORRAc717Fs V4W,;Aalc :flfs,DSTALLM
i
.• ..
;�•*� �• •�
..
L L.
PS
...
REF STRONG BACK
... .
.
i-. Yxta ontl Rerer:;ia:pnd
,..Tnasei'»qi e.•irtrewe care Jn 4t )cothp, ti r * �h�pyq, I p�n�
idlov the latest, suttton of MS[ Ou/dkq Canpnnent s1, 0 Info[nntbn, by TPI. and �BCN rar saretyf
pprraaeilcrs prb' to:pertareiip tlr„ runrtton,, lnataWrs shall 0MYde t 2
'y+
}
•
N •
0 7Q861
TG� DL
;PSF
HATE W.Ol/14
. -
:. ,
.
...
; per:lest
tHis: tsFiM otMrehe tap fiord shell hoye property attadrd sbvcuaal aheo. txitpon. tl
��
rri�{d�
stnil lxve n properly attadxd' Loeotb,r.sh°en For rnantn};taterof rKtraht or eet3
..
stall Tgve ixn hatelled per Edit se 43, D7 or 11D as bm�tica6le. ADdY. plates W each fnFs
j
- i
e
r
' -
,.
C IDL
c
PSF
DRWG STRBRIBRIO1.4:
.
��
of trxFis ord. as shoen.a},pye and on. -the Jo Drtos, - ss anted otfxrrlse.. ��
to. dro6pMZ dor. `posk "
• I
'
!tiN i1WO�MFMNY
ReRen standard plate vw
.Nptne: n drkbn'eF d7V Dgu��sl��q tppprptiQro� inushn4:rothe'reipomble.fon ony de4httw� r:$,
it is dra•Yp any:PaUre. t°' hJdtt» 4yss-1i cx i°rnarcr.ilM AHS!/iP1. 7. or fr liuwrp ,shypFp
!d T.
�.,{� C. F..
��
l L D.
P$F
ketport ociye
btaUattan t. lxnekp ef, trysses: .' :. .. .' .. ..
.A seal nn.ihM'dyMip x'tewr pote .UFM tt+k dwekq,. hd=fts.'sepptU= oP proreuivtil
:a4ly tar SM dmn. Dn WtnWty ord'ust °f: 1Ha dv.hp
���..e �:n.d,,•D•�,.
��O •.
i e�e�
.�. •.,Q
..
,. Fee,.
i;oo. .
S41142
Su,1e 200
Maryland HaigAls,M0831117rar'norr
.;� .. .re>�t�� �' A.t:=.�:
bMoriritlon'ie.this ,Joh', pmeral :notes oe and these eefi sMea
. atPDm. enatphettrsw 7Pli t•e.+t>tis*ara SPCN ,•asoisustryarpi 1co •..Jcesarecry
• .:
�'�i
------- S .. ...PACINGAj
......
:
y/!=illlllpl111 1t �
t TE= •.A �,� T i _ Q�tS,I iUb�::ta�+f •t�lA.-EITIAL Wi»•zOF'IING i�ORE
:. •'i'Fil4Jst' ,aF'��#::•li��' •�'(�' �G �[W���i;A...<C]t+f f"!}�G�i;1'. �'G#4J�S�5�. �FI�11��Tt�EC� .. ...
.. �: NF to TE Leki #' -0- � I6.'L:bPPt#-- F.I)O lt�Fl..-
I :FT,-i�IN �'�4 d : ,8 €�7 y }w A .h4W
.�, Tr
'o, r �`C?k;7:.inU��t��.A� �f???LATE8 AND.:
dt+4? 1AL AN,
.�t > RM:•N1's
1 � iti i s ;l Yf •: is +� a � '.' JO.. N s RPLIC0.
ai 'h. is it i ar psC�' 1g�� 2n�rc pit ` K b: t 1'o�.. i
blbik
gum
0RIr
r.: r .. --� ---, :. -- - : -. -- - . —
1-4
41*
IND
IS RE
CA:J
.:. , ' �I .'ice co . t� • �! ,�' :. •. . :
OW riell-39607-4
. ',�•�r � .ter ���. .. .. .. it?• •:��'. ��
' •.tee;, �' rii' i=i � r-t ay'i'�� C.µl � - :
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or web member.
This design Is volld only for single ply trusses with 2x4 or
2x6 broken Members, No More than one break per chord panel
and no More than two breaks per truss are allowed,
Contact the truss Manufacturer for any repalrs that do not
comply with this detail,
(B) = Damaged area, 12' Max length of damaged section
U = Minimum nailing distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member, Apply one scab per face,
Minimum side member lengths) = (2)(U + (B)
Scab member length (S) must be within the broken panel, i
Nall Into 2x4 Members using two (2) rows at 4' o,c„ rows sta gered
2x,
Nall Into 6 members using three. (3) rows at 4' o,c„ rows Nmgger;"eo.
Nall using 10d box or gun nails (D,12910', min) Into each side member:
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade ill 'and MSR grade 1650f. .
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detail mmy not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie -In loads,
s• .
.4 L L
4' o c
Typical
+ 0 + o + o + 0
0 + 0 + 0 + 0 +
Stagger
+ = Back Face 10d Box (0,128' x 3', min) Nallsl
o = Front Face 2x4 Member - Double Raw Staggerf
2x6 Member - Triple Row Staggere,
Nail Spacing Detail.
"VWVNOI•X READ AND TDLLCV ALL HOTES ON THIS
awWVRTANTIa nftV TlOS DRAVDIO T11 ALL CONTRACTORS MI.
Q Ly
AN RW MMPANY
Earth akyeMo 83045
Member,- Repair Detall
Load Duratlon = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Member)
Size
L
SPF-C
HF
DF-L
SYP
Web Only
2x4
12'
620#
635#
730#
B004
Web Only
2x4
18'
975#
1055#
1295#.
1415#
Web or Chord
2x4
r
24
975#
1055#
1495# 1
1745#
Web or C�iord
2x6
1465#
15854
2245#
2620#
Web or Chord
2x4
30r
1910#
19600
2315#
2555#
Web. or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36r
2470#
2530##
2930#
3210#
Web or Chord
2x6
3535#
36354
4295#
4745#
Web or Chord
2x4
r
42
29750
30.45#
3505#
3835#
Web or Chord
2x6
43954
4500#
5225#
5725#
Web or Chord
2x4
3460#
3540#
4070#
4445#
Web. or Chord
2x6
5165#
5280#
6095#
6660#
Minimum H L
L Dlcianee .
14STALLEF1% I
,dno. Refer to and
Minimum
L Distance
e
have a properly attaeFkd rlold c.t% L1,atlOhs ho ataa permanent IaSeral r.straett on riot
hove bracing ki taLLed per t s.eifans pp Raul►,' Ajply plates to each face
,rues end pposition as shorn above and an the Joint neto¢t, unlless note othervlse,
r to dravInpi 16
4
A.z foe standard plate. pesltlars
,he, a tWislon of ITV.-lutdlnp Components Oreup Inc, shaLL net be re penslble for o deviation Iron
drawing, any fakur. to WWI the truss M can orroner rkh AHS11701,. — for honddlg, shlppyq,
Mallon L •brotdnp of trUSIO.R E
se.l•m this drawing ce Boyer popp:e LLsting iWs drasl,g. Mdlcates acc.ptarhds of prof.s4donal .
restmslWH •solely far the de■qn sheen. The PAUhllty any use of tNs drawkV rsrY,o Yy qn .
nny ..k tM rnpoeubANy of tlx :UTAp pe}fpnsr per ANSiRrt 1 See2.
r nn InhrnatboseJo l notePe�eiSest.,M.a -oa' —+�gM�r..1�9G ,
F MEMBER REPAIR
TE 10/01/14
WG REPCHRD1014
AS
F.'KA
Lumber Size and.6radeAlnumum Requirpmgnts.
Purffhq/l.;,qmlbciWr4_ 2 ",.F='.- >�*Alebdtcr
- - - .�fiSP , . - .
aeparu
Cripples end E(otkl'ntt.+•ix6 fiPF'K3 FM
macrial
RIDGE
BOARD
axi)
VaQfzy
-(W1i814
TRUSSUNDER VALLEY -FRAMING
=F=�VXULSY RAFMR-.C)R NnGE
+Crf pbleb'-41-071dr.30 psf (TIL)'And 26 psf (T.DJ Mak,
J IN. I Bra
11
a.
SEAM,.EVERY 7PARCk .1. .. .1 . I
RAFTERS 'A Lt !FkoI
V k .
12:
49
crthrb '-ft"
a
Tills: t1�r&wtAg:8pp1!es tovaliepwim-theI011'.
-max[cau(n 0i0n*tq'*df befght; 30-feet
mphi.Encimed,"dat if.
-10 mph; En4lokd, Exp D
E{arrclwOp(pj�aff.Mcit eld&'Wrafter,
Iel6ni A6; . thq43ropermumu er 9f. n.2u's are
rafter if steapars.are.not used,.
_lnitall. bi64ing under or optes '661 66.1alf t4twiAn•
the se.
.so.
00li66 P66C
.... - . 90-64
. ... . . ' ef5
9 j. 4 16a,tcli.-i
7. 4x6dlod-
3. '416due,
C p
k fri ing
C. sheathlng ...
4, Rjifjiefd41d6pbfw4� blbtklhg. 5 16d loe�
mft6r,tar.two 296 $19ppers. 416dWe-
S. -51SEP6 4*i:6dtdLL
3 sed tly&.
4 1Bd toe
.6. .:Fa4lge:b0brdiQ roof bldck
-Ricl'g�e-bcta�Af bk1r.05' 4 lfic[A47
to, (Typj. lltls.016a-
Trixg'm.' 6164ki1w 4:115ditoc-
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nails.
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ABOVE
Simpson Strong-DeP Wood Construction Connectors
Face -Mount Hangers - I -Joists, Glulam and SCL
)0A
A
A
0
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
Actual
Joist
Size
(in.)
<
Model
No.
Carried
Member
Dimensions
(in.),
Min.l
Max.
Fasteners ,
(i�,) ,,"
Allowable Loads
Code
'Ref.
m
a
ca
w Web
C Stiff
s Regd.,
W
H
B
°° . -
Face
Joist
'
DF/SP
Species Header "
SPF/HF
Species Header `
Uplift
(160)
Floor
. (100)
Snow
(115)
Roof
(125).
Floor
(100)
Snow
' (115)
Roof
(125)
IUS2.56/16
• -
2%
16
2
Min.
(14)(1.1480
-
70
1,660
1,805
1,805
1,425
1,555
1,555
Max.
1 (16) 0.148 x 3
-
70
1,805
1,805
1,805
1,555
1,555
1,555
21h x 16
MIU2.56/16
-
29/16
157/16
21h
-
(24) 0.162 x 31h
(2) 0.148 x 11/z
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
✓
29f 6
101h
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11/z"
970
1,945
2,205
2,375
1,675
1,895
2,045
HU316 / HUC316
✓
29AB
141A
21h
-
(20) 0.162 x 31/z
(8) 0.148 x 11h
1,515
2,975
3,360
3,610
2,565
2,895
3,110
IBC,
21h 18
MIU2.56/18
-
29h6
:177/6
21h'
-
(26) 0.162 x 31/z;
(2) 0.148 x 11/z.
230
3,745
4;045
4,045
{3,22013,48013,480i
LA
x
`HU316 /-HUG316
✓
129A6
f4%
21h
-
(20)'0.162 x"31/2''
' '(8) 0.148 x 1 W
1515,
2,975
3,36013,610
2,565
2,895
3,110
21h x 20
MIU2.56/20
-
2%i
197/6
21h
-
(28) 0.162 x 31/z
(2) 0.148 x 11h
230
4,030
4,060
4,060
3,465
3,495
13,495
21/z 2622
' MIU2.56/20
• ✓
i 296a
°197% -
21/z
=
(28):0162 x 31/2
(2) 0148 x 1112
230
4,030
4,060
4,060
3,465
I
8,49513,495
;
29/x 91/4
too 26
29/16" wide joists use the same hangers as 21h" wide joists and have the same bads.
3x91/z
MIU3.12/9
-
{ 31A
" 91/1e
21h
-
(16) 0.162 x 31/2 ".
_" ,(2) ,9.148 x 11/z
230
12,3105
2,615 °'
2,82011,980
2,245
{ 2,425'
HU21072 ZHUC210-2
•` ✓
31/e
M 813A.
21h
'Max.
(18) 0.162 X311z;'
=`,{10) 0.148 x 3
. 7'5
2,680
3,020
`3,250
2,305
2605
2,800'
IBC
3 117/6
MIU3.12/11
• -
31/a
111/a
21h
-
(20) 0.162 x 31/2
(2) 0.148 x 11/z
230
2,880
3,135
3,135
2,475
2,695
2,695
FL,
x
HU2122-- HUC212--2
•" ✓
131/81109/s
'
21/z
Max.
(22) 0.162 x 31W ,
(1 %0.148 x 3
1,795'
3,275
3;695'
'3;970
Z820'
3,180'
3;425
LA
HU3.25/12 /HUC3.25/12;
•
31/4
113/4
2'/z
-
(24)'0.162 x 31/2
'(12) 0.148 x 3
1,795'-
3,570
4,030'
4.335
3,075
3,47013,735
HU3.25/16 /
HUC3.25/16 .
3,/4
131 6 '
2,/z
Min.
'" (20) 0.162 x 31/2'
(8) 0148 x 3 -
1,515
2,975
3,360
3,610
2;560
2;89613,105
Max.
(2 6) 0;162 x 31/z
(12) 0.148 x 3
,7eB
3;870
4,36514,695
3,330
3,75514,040'
31A glulom'
HUCQ210'2-SDS
31/41
9
3
-
(12)"/," x 21/z" SDS
(6)1/4" x,21h" SDS
2,.1 1.5,
},315
4.31Zi -
4,31,51;�;=,i
i0l
, 10
� 3,710
FL
HGUS3.25/10
131/41
85A
4
-
(46) 0162 x 31/z
(16) 0.162 x 31/2
4,095
9,100
9,10019,100:
1,825'1
7,825
7,825
113C,
1-IGUS3.25/12
1 31/4
105/s
4
-
(56) 0.162' x 31/z
(20) 0.162 x 31h
5,040
9,400
9,400
9,400
8,085
8,085
`8,085
FL
LGU3.25-SDS
_
31/4
8 to 30
4%
-;
(16)'/4" x 21/z' SDS
(12)1/a' x 21/z" SDS
5,555'
6.720
7.310
17,310
14,840
5;26F
15,265.1
31h 51/4
HHUS46
-
3%
51A
3
-
(14) 0.162 x 31/z
(6) 0.162 x 31/z
1,320
2,785
3,155
13,405
12,395
2,715
2,930
x
HGUS46
-
35A
47%
4
-
(20) 0.162 x 31/z
(8) 0.162 x 31/z
2,155
4,360
4,885
5,230
3,750
4,200
4,500
HUS48
-
39/16
6t5/16
'2
-
; (6) 0.162 x3'/z° .•
; , (6) 0.162 x 31h
1,320:
1,595
1,815
! 1,960
1,365
1,555
:1,680
31h x 7Ya
HHUS48 ' -
-
35A {
71A
3
-
(22)-0.162 x 31%z'
" (8) 0.162 x 31Iz
780
°4,210
4,770
5,140'
3,615
4;095 �
4,415
HGUS48
- {
35A I
7Yi6
4
-
(36) 0.162,x 31/1
""(12).0.162 x31h
.3,235
7,460
7,460'(
7,460:
6,415
6,415
6,415
IUS3.56/9.5
-
35/a
91h
2
-
(10) 0.148 x 3
-
70
1,185 11,345
1,455
1,020
1,160
1,250
MIU3.56/9
-
39/16 I
813/16
21h
-
06) 0.162 x 31h
(2) 0.148 x 11/z
210
2,305
2,615
2,820
1,980
2,245
2,425
U410
• •
• ✓ 139/is
83/a
2
-
(14) 0.162 x 31h
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,965
2,120
I
HUS410
• •
-
39/16 j
81-1A6
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31h
2,990
2,125
2,420 12,615
11,820
12,070
j
2,240
31hx9Yz
HHUS410
• •
-
35/a
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/2
3,565
5,635
6,380 1
6,445
4,845
5,486
5,545
HU410/HUC410
• •
✓
31A6
8%
21/z
-
(36) 0.162 x 31/z
(12) 0.162 x 31h
3,235
7,460
7,46017,460
6,415
6,415
6,415
HUCQ410-SDS
• •
-
39ti6
9
3
-
(12)114" x 21/z" SDS
(6)1/4" x 21/z" SDS
2,265
4,500
4:500
4,500
3,240
3,240
3,240
HGUS410
• •
-
35/a
9'A6
4
-
(46) 0.162 x 31/2
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
LGU3.63-SDS
• •
-
3%
8 to 30
41h
-
(16)1/4" x 21/z" SDS
(12)1/4" x 21h" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
MGU3.63-SDS
• •
- i
35/a
91/4 to 30
41/z
-
(24)1/4".x 21h" SDS
(16)114" x 21/z" SDS
7,260
9,450
9,450
9,450
6,805
6,805
6,805
IUS3.56/11.88
- 'i
35A,
",' 117/a
2
-
(12) 0.148 x 3
-
'0
1;420
1,615'
1,745
1,220
1;390111,485
MIU3:56/11:.
-
39h6:1
111A
21/z
"=
(20) 0.162 x 3'/z
(2) 0.148 x 1?%z
210
2;880
3,135 f
3,135
2,475
2;695
:2,695
U414
•
✓ .
3%6 i
10
2
-'
(16) 0.162 x 31h
(6) 048 x 3
970 `
2,305
2,61512,820
11,980
2,245
2,425
HHUS410 °
-
35/a 1
9;
3,
-
(30) 0.162 x 3%
(10) 0.162 x 31/z °
565
5,635
6,380
6,445
4,845"
5,986
5,5•!5
HUS412. _
- 13%,
1
101h
2.
-
(10) 0.162 x 31h
(10)°0.162 x 31/z'
3,435
2,660
3,02513,2651
2,275
2,590'
2,795''
31/z x 117/a
HU412 / HUC412
•
- f39/16
105/i6
21h
Min°
(16) 0.162 x 3'h
(6) 0.148 x 3 °
1135
2,380
"2,68512,890
2,050
2,315
2,490'
Max.
(22) 0162 x 31h
(10)" 0148 x 3 "
,, w5
3,275
3,69513,970°j
2,820
3,180
3,425
HUCQ412-SDS
- 13%
i
11
-
(14)1/4" x 21/2" SDS
(6)1/4='X21/z'"',SDS
2,265
5,04B
5,04515,045:
3,630
3,630
3;630,
HGUS412
- 131A
",
107/6,
4 1
-
(56) 0.162 x 31/2
(20) 0.162 x31h
5,040
9,400
9,400 ;
9,400
8,085
.8;085 i8;085
LGU3 63-SDS °
- {
3% i
'8 to 30
4,1h
-
(16)1/4" x 21/z" SDS
'(12)1/4",x 21/z" SDS',
5,555
6,720
6;720 {
6,720
4,84014,840.14,840
MGU3.63-SDS
- °
35A 4
91/4 to 30
41h
-
(24)'1/a+' x 21/z" SDS
(1/a"6)'xY21h" SDS
7,260
91450
9,45019,45016,805
6,80516,805
HGU3.63-SDS
-
35/a .
-11 to 30,
41/z°
_
(36)114"x 21/z"-SDS
(24)"114" x 21h" SDS'
9,460 113,160
,a,1+0'1a1f
z119,475
119,47519,47
i
46 See footnotes on p.150.
THA/THAC
r Adjustable Truss Hangers
�6��RFO 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.
U Installation:
m
Use all specified fasteners; see General Notes.
O The following installation methods may be used:
.
rn Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
F= Install too and face hails according to the table. Top nails shall
dnot be within 1/4" from the edge of the top -flange members. For
the THA29, nails used for joist attachment=must-be driven at an
0. angle so that they penetrate through the comer of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -:mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the.joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
3%" (except THA413) and larger, with no.load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
. i
Double -
Shear
Nailing
I Top View
i
Double -Shear
Nailing
Side View;
Do not
F-4,1 bend tab
1314 fOr
THAC422
for
122-2
426-2
UIT"THAC422
Face nails Top nails
per table per table
IYi typical
21h' for THA422-2
and THA426-2
THA418
Double 4x2- 2face nails
Use fulltable value (total)
Single 4:Q-I 4 top nails
See �" (total
nailer table � -
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 headf
Dome Double -Shear
Naiing Side View
(Available on
some models)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
lyp..u, ,,-
Top Flange Installation
er to
tnote 5
p.187
86
Simpson Strong-TieO Wbocl Construction Connectors
THA/THAC
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15,
l
U
z
r
a
0
0
U
W
F7
z
0
Cc
z
0
W
a.
N
rn
N
U
U
SIMPSON
ate; �. � 4 L'
at y'
THA29 18 15/s 9 "tis 5'/e 11/2 1 (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 1 525 1,750 1 1,750 1 1,750 1 450 1 1,330 1,330 1 1,330
231s - (4) 0.148 X 3 (6) 0.148 x 3 (4) 0.148 x 3 1 525 1 2,610 1 2,610 2,610 1 450 11,935 11,985 1 1,985
THA218 1 18 1 s/a 17346.51/2 2 - (4)0.148x3 (2)0.148x3 (4) 0.148 x 1'/2 - 1,480 1:460 1,460 - 1;!10 1,110 1:110
IBC,
THA218 2 .i6 3�/e 1�Ttis . 8 2" {4) 0,162 x 3162 X3li (6) O'148 x 3 1 `�a�0 199:: 19 1a1 1 a �° FL,
THA222 2 16 31/a 22ais 8 2 - (4) 0.162 x 3'/x(2) 0.162 x 3Y2 (6) 0.148 x 3 - 1,9f J 1,095-� LA
1,995 49U 1,515 1,515
THA418 116 13% 1171/2 171A 12 I - I(4) 0.162 x 31/2I (2) 0.162 x 31/2I (6) 0.148 X 31 - 11,960 I 1:995 I 1,995 I - I 1:490 11,515 I 1,515 1
THA426 114 13% 126 171A I 2 I - I(4) 0.162 x 31/2I (4) 0.162 x 31/2 I(6) 0.162 x 31/21 - 'I 2,435 12,435 I 2,435 I - 12,095 12,095 I 2,095
FL I
I THA426-2 114 171/4 I2611%.I 91/4 I 2 I - I(4) 0.162 x 31/2I (4) 0.162 x 31/2 I(6)..0.162 x 31h1 - I,3,33.0 13,330 I 3,330 I - 12,865 12,865 I 2,865 1 I
I THA29 118 I 1 % 1911/6 151/a I - 1911/s I - I (16) 0.148 x 3 I (4) 0.148 x 3 1 525 12,265 12,265 I 2,265 1450 11950 11950 I 1950
THA218 118 1 VIA 17a/i651/2 1 1 17'M6 I- (18)0.148x3 1 (4)0.148x3 1 855 12,45012,4501 2,450 1 735 12105 12105 2105
THA218c2' ' 16 '31/a 1171tis 8 - 141hs {22) 0.162 X 31h 1fi2x 31h l 855 3 ,1'u 10 i 3 u 's 1 59512,84,5 ,84v, 45 IBC,
THA222-2 16 1 3% 22'68 - 14% - (22) 0.162 x 31/2 (6) 0.162 x 31/21,855 1 3,310 3,310 1 3,s10 1,595 2:845 2,845 2,845 1 LA
THA418 116 13% 1171/2 17% I - 1141/s I - 1(22) 0.162 x 31/2I(6) 0.162 x 31/21 1,855 3:310113,310 I 3,310 11595 12,845 12,845 I 2,845 1
I THA426 114 13,1/e 126 177/a 1161/s I - I(30) 0.162 x 3Y2I(6) 0.162 x 31/21 1,855 14,415 14,480 I 4,480 11,595 13,795 13,855 I 3,855
J THA426-2 114 17% I261tisI 9% I - I 18 I - I(38) 0.162 x 31/2I(6) 0.162 x 31h11,855 15,520 15,520 I 5,520 11,595 14,745 14,745 I 4,745
1. Upatt loads nave 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 loads for the THA29 with 1112" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation loads -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 0oist) 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/H G US
Face -Mount Joist Hangers
This product is preferable to similar connectors because
'�+ o of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
',b�.•...m ........ .-..................... _... --......... _.-..... _... _.................-.................-....--- ---
I he double -shear hanger series, ranging from tl ie light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double shear nailing that distributes the load through
t�Aro p6rits 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 ZMAXe coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
_ - Not ddsid'ned "for welded or nailer applicatrons:
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
-Shear Nailing
Side View
CeDouble
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
1' for 2x's
1'ti6'for4xs
fii - em
4 ,
�W_ B
LUS28
HHUS210-2
w
�MUS28
N-2-V-'I
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
SIMPSON
r
4
LUS/M US/H US/H H US/HGUS
Face -Mount Joist Hangers (cont.)
SS°
SS,
SS
Model
Heel
Heigbt
Ga:-
,. Dimensions (in.)
Fasteners,
W `
H B
-
Carrying •Carved
Member, - Member
Single 2x Sizes
'LUS24`
2J�
�$
1.i46°r
311a.
T)3/<
J4J0748x3_
(2)�0148xn. 3
LUS26
= , 41/a
) 19A6
43/4
h 3l4
�(4} 0148 x3-
j . (4) 0148 x•3 "
MUS26
411A6
18
19A6
5N6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45A6
16
1 %
53/a
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
'HGUS26 ;
- _ 4946 " ,
' 12 ' ,,
1.616 �
'. 53/e
'�`5
(20) 0.162 x 31/2
(8) 0.162 x3?%i
LUS28„"
43A6 .
18
15A6
' 65/e "
13/4 "_
� (6),W48,x3
: " (4)'0148'x•3` ;
MUS28
65A6
18
19A6
613A6
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
HG SS28
6sA6
12
1 %
71/8
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
`LUS21 Q;
` ' 47I
;18 `.
19I6
713iis(,
t13/a"
O 0,148 x 3',
, .. (4) ,0?148 X'3''
HUS210 :.
,`. 83/a ,"
' n•16
�r 15Ja ."
9
�;3
(30);0.162`X 3Ili "
;(10) 0.162 x 3'J2
HGUS210
;89/s '
: 12 �
, 15/g
91%",j
5" ""•
(46)0462x3112 .`(16)'0162x31h•-'
1. See table below for allowable bads.
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.-,
I) Allowable Loads
Upliftl `Float Snow Roof,R Wmd ,
(160) "(100) '" (115);, (125),• (160) "'
SP Allowable Loads
601 tf � koor ��.a Snow �� Roaf � wind �
(160)°r "(100) " , (115)0 " J125) : (160) ,
SRF/HF AI16wable, Loads
-"Uphttl :,Floor,= `Sr ouv� Roof 1Nind
_ (160)1 000} (115). ".-,(125) " {160)
Code'
_. __... - • ° "Single 2ii Sizes
LUS24 " -
">"435
670'°'
-765
820`,�..1,045
35
725 "_
825
;890
712ra'
°.360"...-',
495`",
565,-F,°605`
770;;,
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475 .
865
635
725
785
1,000
IBC, FL,
MUS26
030 ;
1,295
;;1,48Q
1;56i)';
, 1 60`":'
cs30""
1,405
1,560;•
,v 0
,1,56t�.
10:
955 ..1;090
1;180
LA
HUS26
1,320
2,735
31095
3,235
3,235
1,320
2,960
3:280
3.280
3,280
1,150
2,350
2,660
2:780
2,780
HGLIS26
,8r5
�4;34t1,
-,4,850 =
" 5,170""�:
5,390
.. is75 .
,, 4,690'_
�.5,220"
"'5,390,
5,' 90_-
° 80
3 225 ',
:3,610'>
• 3;870`-"
3,985
IBC, FL
LUS28
1,165
1,100
1 1,260
1,350
1,725
1,165
1,195
1 1,360
1,465
1,730
865
810
925
1,000
1 1,270
MUM
1,326
7,730 ,
1;975%"a
'2,125'
22�5
132 ;'
1,875
' 2135
,"' ,255-:
2 5 "
.s:1'160i
" 1270''
1,455
1,575
tr9 5-
IBC, FL,
LA
HUS28
1,76C
4,095
4,095
21,095
4,095
1,760
4,095
4,095
4,095
4,095
1,"80
3,520
3,520
3,520
3,520
HGIJS28
:1;650
7,275"
'7;275
, 7,275
„;7,275''
1;650
7,275,
7;Z75
275
" 7,275
1 21
';f 70 "
3,820
", 3975-
>0 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,
HUS2'10 "
2,666
�5,45{3 .
5,7.9s
5,830 "
5,f330
, 2,635
5,:395
"57t4?;';51"83v:,
L,830
, 2x220
,533
2,465
5 5'
"-2,82v.
LA
H-tJS210
2,090
9,100
9,100
9!00
9,100
2,090
9 z()0
9,;00
9Ji vl
9,100
1,5'S
6,340
6,73t7
6:130
6,730
13C, =L
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp.98-99.
HHUS - Sloped and/or Skewed Seat " "
• HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, notto exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
-side
bpeclry angle
Top View HHUS Hanger
Skewed Right
aoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
94
LUS/MUS/HUS/HHUS/HGUS
These products -are available with For stainless Many of these products are approved for installation
additional corrosion protection. steel fasteners, E with Strong -Drive° SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Double 2x Sizes
HHUS26-2 4-A6 14 3.-546 53/a 3 (14) 0.162 x 31h (6) 0.162 x 31h 1,320 2,830 3,190 3,415 4,250 11,135 2,435 2,745 2,935 13,655
HGUS26-2 49/i6 12 35/i6 5346 4 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 4,340 4,850 5,170 5,575 11,855 3,730 14,170 4,445 14,795
IBC, FL,
LA
LUS210-2 67/6 18 31/a 9 2 (8) 0.162 x 31/z (6) 0.162 x 31/z 1 1,445 11,830 12,075 12,245 12,830 1;245 11,575 11,785 11,930 12,435
HHUS210-2 83/e 14 3-1/6 87A 3 (30) 0.162 x 31/2 (10) 0.162 x 31h 3,550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 5,060 5,190
HGUS210-2 1 89/16 1 12 35/"6 93/i6 4 (46) 0.162 x 31/z (16) 0.162 x 3Yz 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825
Triple 2x Sizes
:HUUJLb-d'
( 4!.M6 =.
IL"
4' 6
8%2
-4,
(LU)U;;IbCXd'/2:.,(6)UJbZX6Y2
L,15S,
4;�i4U
4;tSbU
-'�,1,/U
-b,3;�b��l,tt59.'�
�/JU,�4ji,lU•
4A49
`4,/fib
IBC, FL,
H,GUS28-3
J,616
12
d14
7?/a,
-,A
(30)0162x31/z,
,
,
7401h
,
LA
HHUS210-3
83/e
14
417H6
87A
'3
(30) 0.162 x 31h
(10) 0.162 x 31/z
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
12
415/ie
9'1/a
4
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
00
3,520
7,825
7,825
7,825
71825
HGUS2I'
10 /a'':
;` Z'
4'fir
103/a
=.:>4 .
',(56} 0;162 X 3?Iz
(20},0 7 62 x 31/z
;1 5
s4
9 0
#J`b,1-2_5
14
f3 )':
t l 0
f f fs
r i't p
7 g 1':,
IBC., FL,
LA
HGUS214 3
125/a
; 12
4151,
1231a
,, 4
(66}`0162 x 31h,
(22) 0162 x 3 h
5 695
10,125
10125
125
4 900
8,i90
8;19Q'
$190
' 8790
Quadruple 2x Sizes
HGUS264„`
51/z`:'12
6�i6
57/16
.4a.(20}'0162x3%z=
8)'0.162x31h,
u2,155
434Q`
4,850
5170
-5,570
1,855;
3,730.4170,'4,445
4,795:
IBC, FL,
HGUS28-4
71/a
12
69A6
73A6
4
(36) 0.162 x 31/2
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
7,460
2,780
1 6,415
6,415
6,415
6,415
LA
HHUS210-4
8%
14
61A
87/s
3
(30) 0.162 x 31/2
(10) 0.162 x 31/z
3,405
5,630
6,375
6,485
6,485
2,930
14,840
15,485
5,575
5,575
FL
4x Sizes
FL,
LA
IBC, FL
LUS48
43/a
18
3IA6
63/a 1
2
1 (6) 0.162 x 31h
1 (4) 0.162 x 31h
1,060
11,315
11,490 11,610
12,030
1 910
11,130 11.280
11,385
11,745
1 IBG, FL,
HUS48
61/a
14
31A6
7
2
(6) 0.162 x 31h
(6) 0.162 x 31/z
11320
1,580
1,790
11930
2,415
1,1335
1,360
1,540
1,660
2,075
LA
HHUS48
61/z
14
35/a
71A
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
67116
12
35/a
1 7A6
4
(36) 0.162 x 31/z
(12) 0.162 x 31h
3,235
17,460
17,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
HGUS412 10346 12 3% 10% 4 (56) 0.162 x 31h (20) 0.162 x 31/z 505 9:045 9,045 1 9,045 1 9,045 4,900 1 7,780 7,780 7;780 7,780
HGUS414 117/ie 12 35/s 1127/6 4 1 (66) 0.162 x 31/z (22) 0.162 x 31/25,695 10,125 10,125 10,125 10,125 4,900 1 8,190 8,190 18,190 18,190
Double 4x Sizes
IBC, FL,
LA
FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross-gra)n tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
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 11/2" 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 fisted diameter by length. See pp. 21-22 for fastener information.
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/8". 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 1h" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/a" per ASTM D1761 and D7147). See technical
bulletin T C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
to
L
Finish: Galvanized
ice.
Installation:
v
_
Use all specified fasteners; see General Notes
• Can be installed filling round holes only, or filling
V
round and triangle holes for maximum values
N
See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
a
for additional uplift capacity ,
-.._.- .--Options:
cs
.
d
• :HTU may be skewed up to 671/z°. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
. for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
t - Many of these products are approved for installation with Strong -Drives
SD Connector screws. See pp. 335-337 for more information.
i'Ai"
HTU26
Typical HTU26
Minimum Nailing
Installation
�•1/a'-maz:Yjap between end of"" ""
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
0Lai lUctlU /7%IIUVVaUltj LUAUS k78 IVIaAll1IU111 Fldl lydi Udp)
2x Sizes
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
8
UAVGV �IYIQh:A
,„J 2<"
i /G,I
U116
J%2:
;'�LU� 4.lUL.AN%2''ArVFY4't9I.
�:%2e
41AN-',
rjVffy'
'1 s07 ; �igpi 1,
g.,�tilj7U:,-
_
4 I,Ji�J',
=Li�JUf
+',t,7'ds),
;`il£=1w^'U
N�/`1JV �_
IBC,
HTU28 (Min.)
37/a
15/a
711Ai6t
31/2
(26) 0.162 x 31/2
(14) 0.148 x 11/2
1,235
3,820
13,895 ! 3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/a
71Ae
31/2
(26) 0.162 x 31/2
(26) 0.148x 11/2
2,020
3,820
4,315 4,655
5,43.5
1,735
3,285
3,710
4,005
4,675
LA
11
9 s
31/2,(320.162x3M2
(14)014x
,
.. ,,
..,
,,"3225)7
`
HFU210 (MaX:)
'911a%
151a?
'9yis"
"37/z'
"(32) 0.762 x 31h .
J( 2) 0.1,�j8 z 11h
3;375
'4;705
5 z10 . ;sit 0 .
, 5 995'°
Double 2x Sizes
' HTU26-2 (Min.) "'
- ,3',a
3516
5'f
31/2
„(20)0,162 x 31h:
";(14) 0148 `X 3
1,515 2,940„
ft
, 2 r U
"3 970>"
1,31)5,
1;850
2 090. ;
2 255 ,
;2,465 -,
HTU26 2-(Max.)'`jE
"51h 6
35Aa
5la
' 31h
'(20) 0.162 x3172'
;=(20) Oc14B'x 3
2,175 2 940'
3 32 }"
-3,580,
4 $0:
1,870
.2,530
855'
v"30
3,855
HTU28-2 (Min.)
37/a
3-6
71Aa
31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
1,530 3,820
4,310
4,310
4,310
1,315
2,865
3,235
3,235
3,235
IBC,
HTU28-2 (Max.)
71/4
35/i6
71Aa
Th
1 (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
3 7%
4
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govem.
4. Wind (160) is a download rating.
5. For hanger gaps between %" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may remit allowable bads in accordance with ANSVFPI 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 fisted diameter by length. See pp. 21-722 for fastener information.
96
0
z
r
z
a
2
0
0
F7
0
z
0
ir
F-
to
z
0
CO
C
fL
6
CO
m
O
N_
0
U
0
HTU
Face -Mount Truss Hanger (cont.)
E Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
No
H(n) t
Member
MemberMember:,
- Carried
_Uplift
(160)
J'-Floor
, (100)
, (115)
{125)
{160)
(60)
(100)
:
({1y5} -
Roof
(125)
ind
(160),
'Ref.
HTU26 (Min.)
37/s
(2) 2x4
(10) 0.162 x 31/2
(14) 0.148 x 11/2
925
1,470
1,660
1,750
1,875
795
1,265
1,430
1,5?0
1,615
HTU26 (Max.)
51/2
(2) 2x4
(10) 0.162 x 31/2
(20) 0.148 x 11/2
1,246
1,470
1,660
1,790
2,220
1065
1,265
1,430
1,540
11910
IBC,
u Iinafees 1.
"41x
i`161rn.a
vinenIW) �1i"'r7R1AIA0vi
/
:.io7n'_
;lnAn<
"�..,.,
..n
)maam
1aa9.
°o�'�"n
^at�ti
;. cti
FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the a@ernative installation is 1h".
3.-Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
Alternative. Allowable Loads (1/2" Maximum Hanger Gap)
Single 2x Sizes
HTU28 (Min.)
37/a
15/s
7M6
31/2
(26) 0.162 x 31/2
(14) 0.148 x 11/2
1.110
3,770
3,770
3,770
3,770
955
2,825
2,825
2,825
2,825
FL,
HTU28 (Max.)
71/4
15/a
7%
31/2
(26) 0.162 x 31/2
(26) 0.148 x 11/2
1,920
3,820
4,3i5
4,655
5,015
1,695
2,865
3.235
3,49-0
3,765
LA
HTU21'0 (Min:) _
, 371a` '
15A `
911A6
- 31h
(32) 0.162x 31h
t14) 0148 x 11h'
] 250i
.3 600
3 600
3,600
3,600.
1075`
2 700
2,700
2.700
2,700
HTU2]0 (Max) ."
91/4 .
;1s/a
9'fe
` 3Jh
(32) 0.162 x 31/2
(32),01A8 x 11h,
3 255
4 7p5�
5,Q20
5,020'
5,020
2 $00
"3 530
3,760
3,765
3,765 `:
Double 2x Sizes
HTU26 2 (Mm:)
37/.
3 6
57�e-
31h"
(20) 0162 X°31/2
.(74)°I)148 x.3 °
1,515
`2940
3,32G `
3,500
3,500.
1305'
'"2 205
2;205
2"205
2 205 ".
HTU26 2 tMax) °
= 51h
' Ale
57l6"'
31h
(20) 0 ]62 X.31/z
(20j 0148 x 3
1 910
2 940
3, 20
3;500
3;500
A645,2
205
°.
2,205
2,205
2 205
HTU28-2 (Min.)
37/a
35/6
7'ti6
31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
1,490
3,820
3,980
3,980
3,980
1,280
2,865
2,985
2,985
2,985
113C,
HTU28-2 (Max:)
71/4
. V6
711A6
31/2
(26) 0.162 x 31/2
(26) 0.148 x 3
3,035
3,820
4,315
41655
5,520
2,610
2,865
3,235
3,490
4,140
FL,
LA
(JTl A
A\'A`i A 6 - 0 1
7ECL
: A",nCC
'.t`ALL
irAh
lN/ln
l 'J tin
7Ann
7'
"0 inn 71
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.Tor hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable loads in accordance with ANSI/rPl 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 1112" 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
Simpson Strong -Tie® Wood Construction Connectors SIMPSON
Medium-DutyFace-Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/5" or greater, at 100% of the table load..
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16' at 100% of the table load. Specify as an 'X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 14" x 214" Titen 2
screevs (Model T TN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or BNIP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
• 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/ie"-diameter hole to the specified embedment
depth plus 1/2".
•. Alternatively, drill the 3/1e"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
d will reduce or eliminate the mechanical interlock of the
z
>_ 'threads with the base material and.will reduce the anchor's
a load capacity.
• Titen Installation Tool Kts are available. They include a
3/16" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/15" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/a" is required as shovm in Figure 1 for full uplift load.
• 1Nhere no uplift load is required, a minimum end distance
of 11/2" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
dis
PHI -Yen,
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
i
Simpson.. ... Construction Connectors•
HU/HUC/HSUR/L
..................... __........ ......... _............................... _.... _.... _................... .......................................................................................................................................................................................... _
Medium --Duty Face -Mount Hangers (cont.)
These products are available with additional corrosion protection. For more information. see o.15.
HU26
HU26X
(4) 1/4 x 23/4
(4)1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1 1,545
H1J28.
HU28X'{6)14
113I4
; {4 ) Q 148 x 11/z
'` 54§5
1500;:
760
„' 2,40Q
HU24-2
HUC24-2
(4)1/4 x 23/4
(4) Y4 x 13/a
(2) 0.148 x 3
380
11000
380
1,545
HU26 2 (Min)
HUC26r2
4x 23/a
(8} 1/a iF,'13/4
; (4) 0148 X 3
760
2 OW
780
3,200,
„HU26 2 (Maxi
HUC26 2
(42} "I4 x 23/a `.
{12} 1la'X 13I4 °
(6) 0.148 x 3
1135
3,000'
r 1,,;1,35
'' U50
HU26-3 (Min.)
HUC26-3 (Min.)
(8) Y<x 23/4
(8)1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/4 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU210 1 HU21 OX 1 (8)1/4 x 23/4 1 (8)1/4 x 13/4 1 (4) 0.148 x 11/2 1 545 1 2,000 1 760 1 2,415 1
HU210-3 (Min.)
HUC210-3 (Min.)
(14)114 x 23/4
(14)114 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
n 4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)114 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212
HU212X
{10)1%a x 23I4 :
,` (10)1la X 13/a
j6) O 148 xi� 1h
1135
2 500 "
1135
2 665
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 23/4
(16)1/a x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUG212-2 (Max.)
(22)1/4 x 23/4
(2 2) 1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU214 I HU214X I (12) 1/4 x 23/4 I (12)1/4 x 13/4 I (6) 0.148 x 11/2 ( 1,135 1 2,665 1 1,135 1 2,665 1
HU214 2 {MaX) ;-
HUC21`4 2 (Max.)
(24} !/a x 231a
(24)1/aX 13/4
(12} 014$,x 3
2 015
5,085
2;015
5 085
HU214-3 (Min.)
HUC214-3 (Min.)
(18)1/a x 23/4
(18)1/a x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)114 x 23/4
(24)114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
H4216
HU216X
(1$)"�74 x 23/4 , F
{1$} 11a x 131a
{8) 014$ X' ylz
91,515
2 920 `
1;515
2,920° r
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/4
(2 0) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1/4 x 23/4 I
(2 6) % x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU7 (Min.)
(Not available)
HU7 (Max.)
(Not available)
HU9 (Mm)
(Not avauablej
HU9{Max)
�(Notavailable)
HU11 (Min.)
(Not available)
HU11 (Max.)
(Not available)
(12)114 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11/2 545 1 2,980 1 760 2,980
(16)1/4 x 23/4 (16) %x 13/4 (8) 0.148 x 11/2 1,085 1 3,485 1 1,085 3,485
(22)1/4 x 23/4 (22)1/4 x 13/4 1 (6) 0.148 x 11/2 1,135 3,230 1,135 1 3,230
(30)1/4 x 23/4 (3 0) 1/4 x 13/4 1 (10) 0.148 x 11/2 1,445 1 3,735 1,445 1 3,735
38
STAGGER JOINTS - TYP. RAISED HEEL ROOF TRUSSES ROOF SHEATHING- SEE PLAN RAISED HEEL ROOF TRUSSES
B/SKIP SEE PLAN -SEE PLAN
d-q
w0-
z
w¢
UPLIFT/SHEAR ANCHOR.
EACH TRUSS - SEE B/SKI
PLAN
NOTE: ADD'L FRAMING NOi
SHOWN FOR CLARITY
RAISED HEEL TRU55 BEARING A
SCALE: NTS SKI
SOFFIT/FASCIA- SEE ARCH.
='
0
0_
w
N
RIBBON BOARD-
SEE SCHEDULE
z
FOR SPACING d
RIBBON BOARD- SEE
FASTENING TO w
SCHEDULE FOR SPACING !
TRUSSES
FASTENING TO TRU55,tS
WALL SHEATHING -SEE PLAN
MIN. 15/32' CDX PLYWOOD OR
1/16' 055 WITH 8d GUN NAILS
(0.131' X 2 1/2') a 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING -
MASONRY WALL- i
RIBBON BOARDS
ANCHOR EACH SEE PLAN 4
SEE PLAN
TRUSS- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRJ55
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRUSS BEARING B
SCALE: NTS SKI
RIBBON 5CHEDULE,,
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=I65 MPH
(2) 12d GUN'(0.131' X 39
(Vasd=125 MPH)
2X4 SPF02
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
VUIt=180 MPH
r.
(2) 12d GUN (0.131' X 39
(Vasd=139 MPH)
2,`'C4 61"M
I6'
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
SHEETTRE
WBBoI+—Fm
RNSFD I�EI ROOT TRUSSES
SHEET INFORMATION:
IW MO. ddllld
J.BIE iSSUE[I: IIAB.Id
]MWN B1:
iFVIEWFD BY: M
SK. l
;I
ALPI,N�--E
AN flwc6.wA&e
Jan uaryl,,Q2424
Carpenter f on, rac oV-
rs o . merica, of Inc..
8*'0:AVenfi6 di 14W
Winter.fiaven; VL38�,g
80-6201
Dear-Katt:
It as . s .1 come me.tO my attentfon.`that:some questfons were raised concerningS/8, diameter
holes-..'drilledthfuthe :chords '*(wide ,fac6,1,of'sy.,s,,4,.,Zg4blg-ppdir.us s,toFallow __v allow for,
ilreacted rods 'iised'l6r dbWhs" If,,tht,se:ggble,ends ,,are ,aver -,concontinuous support;
p 'port.
with on-e,,fke fufiY-sjio lit. -p - ft
d.th an die e q abb f.1hexe nf gilinep,
rke no"dil -th"an,4"' "4-whhdU.4, gang any . p ae orverticalw b, fhop
no`xep,air is regwred. The. truss on"I' 1,6et,,�_ '.'of rind additional
y.supp 96 . lba'dg4nd'
Iwo!,•
If y-6-u, have any -questions`please -
"'give..mg.,-,a;c,all,
5ricerely
Yoo
is t ........ ...
6750:,F.6.rum.Drive, 90ife'80'5, (Oondp, FL,3282.1,t- (8Op) 521-'9790'-,(863),422-,8685
Ww,,w.aJpineitw.licomj
CZ
7hs doturnea#t has been electronically signed
and sealed using a i?igft Signature. tr d
copies whhotit an arigind slgrtzbzo rrutstbo
ve died using the odginal ei6Gt (inversion.
COA 40 278
03/10/2021
sy %
STAFF 't,
% jf lM
ONAL
aksr tku►N
ALPINE
AN ITW COMPANY
Alpine, an ITW Company
6750 Forum Drive„ Suite 305
Orlando, FL32821
Phone: (800)755-6001
www.alpineitw,com
f �►'�q". �1«�i7Fri11tiQ#i:,
�d @ `t
Customer Carpenter Contractors of America
Job Number. N334501
Job Descri tipn: 7A5/32.0 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
Address:
J®b 1rn rnseri' t:riter�a:
Design Code: FBC 7th Ed. 2020 Res
Inte11iV1EW Version:: 20.02.00A
JRefA 1X31-89750075
Wind Standard: ASCE 7-16 Wind Speed (mph): 160
Design Loading (pst)': .37.00
Building Type: Closed
This package contains general notes pages, 33 truss drawing(s) and 4 detail(s).
It@ict "'
" Qrawing Number
`Truss .
1
069.21.1302.22266
Al
3
069.21,.1302.22015
A2
5
069.21.1302.22267
A4
7
069.21.1302.21406
A6
9
069.21.1302.22327
A8
11
069.21.1302.21436
A10
13
069.21.1302.22124
Al
15
0%21.1302.23499
A14G
17
069.21.1302.21516
A16
19
069.21.1302.22625
C1GE
21
069,21.1302.23047
D2
23
069.21.1302.23000
V8
25
069.21.1302.21766
EJ7
27
069.21.1302.22311
EJ3
29
069.21.1302.21609
CJ3
31
069,21.1302.22577
CJ1A
33
06921.1302.22843
HJ3
35
GBLLETIN011'8
37
VALTN160118
Item' "
Dray"gl Number
Truss
2
069.21.1302.22812
A1A
4
069.211302.21421
A3
6
069,211302.21515
A5
8
069.21.1302.21827
A7
10
069.21.1302.22218
A9
12
069.21.1302.21875
Al2
14
069.21.1302.21781
Al
16
06921.1302.22421
A1-5
18
069.21.1302.23311
Bi GE
20
069.21.1302.23155
D1
22
069.21.1302,22468
D3G
24
069.21.1302.22405
V4
26
069.21.1302.23405
EJ7A
28
069,21,1.302.21983
CJ5
30
069.21.1302,.22407
CJ1
32
069.21.1`302.21890
HJ7
34
A16015ENC160118
36
VAL180160118
1�lorida Certificate of Product Approval #FL1999 'Printed 3/10/2021 1:54:46 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.org.
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.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com.
Page 3 of 3
SEQN: 249671 ! COMN Ply: 1
FROM: RWM Qty: 11
617
6'1"7
Job Number: N334501
,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALIMEBB ELEV.C,E
Truss Label: Al
12'11"l5 + 19,10" + 26'8"1
6'10"8 6'10"1 6'10"1
5X5
E
Cusl:R8975 JRef:1X3L89750075 T10 /
DrwNo: 069.21.1302.22266
SSB / YK 03/10/2021
33'6"9 + 39,8"
6'10"8 6'1"7
39'8"
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 Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.222 K 999 360
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
HORZ(TL): 0.140 J -
Mean Height: 15.00 ft
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)/l0(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.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
03/10/2021
ro
0
10, r
39'8"�-
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1711 A A /961 /309 /444
H 1711 A /- /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
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
vent Safety Information, by TPI an SBCA) fo'r safety practices pnor to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
J rigpid cei!inp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
cable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW BuildinQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI 4PI 1, or for handling, shipping,, installation, and bracin of trusses. A seal on this drawin or cover pa e
us drawing indicates acceptance of professional engrneenng responsibilitty�r solely -for the design shown. The suitability and use of this
for any structure is the responsibility of the Buildings esigner per ANSIffPI 1 Sec.2.
ALPINE
ANMCOMPANV
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249704 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JROAX3L89750075 T25 /
FROM: ALS city: 1 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22812
Truss Label: AlA SSB / WHK 03/10/2021
T11"2
T11"2
J
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.
+ Bottom Chord section between vertcials may
be removed.
12' 17'1"12 19'10" 31'8"14
4'0"14 } 5'1"12 �- 2'8"4� 3'10" —I-' 8'0"14
3'9"3 + 2'1
11'10"4 1417'
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):
=sxs
F
39'8"
6'8" 60"11
23'8" 31'8"l 1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.386 0 999 360
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
03/10/2021
39'8"
T1 V2
39'8"r
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /961 /309 /444
1 1556 /- /- /961 1309 /-
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 - - 2068
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
**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 sa shipping,
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 bracm 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 ALPINE
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildinc Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANRW[oNJANY
truss in conformance with ANSI 1, or for handling, shipping,. mstallation,and bracingof trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responslbilitt�y solelyforthe design shown. The suitability and use of 4 Is Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249705 / HIPS
Ply: 1
Job Number: N334501
8975 JRef:1X3L89750075 Ts /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
�D:N.:R 069.21.1302.22015
Truss Label: A2
/ WHK 03/10/2021
i_ 6'1"7 12V'15 19' 20' 27'1"1
336"9 39'8"
6'1"7 6'5"8 T 616'1 1'8' 6'5"1 }'
6'5"86'1"7 '1
e 5X5; 5 X 5
E F
04X4 4X4
12 D G
6
N_
O
W
oC 5 (a) 5 (a)
a5X5 b
W3
B
I
A
M
J
4X6(A2) -5X5 =5X10 =5Xb
=4X6(A2)
39'8"
10' 9'10" 9'10"
10 1
10 19,10" 29'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/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): 0.172 L 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.321 L 999 240
B 1556 !- /- /963 /310 /427
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 K - -
1 1556 /- /- /963 /310 /-
EXP: C Kzt: NA
Des Ld: 37.00 0.123 K - -
Wind reactions based on MWFRS
Mean Height: 15.00 It Building
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: 0.480
BCDL: 5.0 psf
1 Br Width = 8.0 Min Re 1.8
g Q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.747
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.625
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 1542 -2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
Top chord: 2x4 SP #2 N;
D - E 1182 -1779 H - 1 1542 -2800
Bot chord: 2x4 SP #1;
E - F 1159 -1559
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun
B - M 2444 -1262 L - K 2030 - 937
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
M - L 2030 -957 K - I 2444 -1241
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
Maximum Web Forces Per Ply (Ibs)
restraint. substitute (1) scab for (1) CLR and (2) scabs
Webs Tens.Comp. Webs Tens. Comp.
for (2) CLR'S where shown. Scab reinforcement to be
M - D 508 -119 L - F 548 356
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc. q�taaaatettata attl6gjfr$,
D - L 521 -683 L - G 521 -683
`,
Wind
E - L 548 -356 G - K 508 -119
,�'*�,'-
Wind loads based on MWFRS with additional C&C'� �•`OpOMm°aOo®��^,�'�,
'✓.,
member design.a ®a,j° , t.±
Wind loading based on both gable and hip roof types.
o. T8 I
° m
p 6
AL
COA
"aaaoeat
03/10/2021
—WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, TPI
of BCSI (Building
by 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 propery 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,
gDetails,
as applicable. Apply plates to each face of truss and position as shown above and on the Join unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. , !
ALPINE
Alpine, a division of ITW BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWANY
truss in conformance with ANSI 1, or for handling, shipping,. -installation and bracing trusses. A this drawing
of seal on or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249706 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T22 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21421
Truss Label: A3 SSB / WHK 03/10/2021
6'1"7 12'0"15 18'0"1 21'7"15 27'71
6'1"75'11"2 3'7"14 5'11"2
� 10
10'
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: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"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 =5X5
E F
39'8"
9'10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.171 L 999 360
VERT(CL): 0.319 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.124 K
Creep Factor: 2.0
Max TC CSI: 0.408
Max BC CSI: 0.748
Max Web CSI: 0.485
Ver: 20.02.00A.1020.20
��x•. per• .��,JJJ
O (V+-9y4eTrr %
a
0. 7.08 1
® s
a �
•
�'�"
���9�a aDaa�, aaP•a�` �l`�
03/10/2021
33'6"9 39'8"
5111„9 6'17
m
m
10, 1'
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /965 /312 /407
1 1556 A A /965 1312 /-
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 1608 - 2796 F - G 1252 -1794
C - D 1497 - 2523 G - H 1498 - 2523
D - E 1252 -1794 H - 1 1609 - 2796
E - F 1245 -1635
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2439 -1329 L - K 2064 -1027
M - L 2064 -1048 K - 1 2439 -1308
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 495 -106 L - F 523 - 300
D - L 497 - 674 L - G 497 - 674
E - L 523 - 300 G - K 495 -106
*'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'*IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly 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 applicab-le. Apply plates to each face of truss and position as shown above and on the Join i Details, unless noted otherwise. Refer to A LPI N E
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 *N nwm'nvnrar
truss in conformance with ANSI Q PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawin indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TP.I: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.orp Orlando FL, 32821
SEQN: 249707 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T8 /
FROM: RWM Qty: 1 ,7A5l320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22267
Truss Label: A4 SSB / WHK 03/1012021
710"14 17' 228" 31'9"2 39'8"
7'10"14 9' 1 "2 5'8" 9'1" 2 7'1014
m
b
oD
1 L 10
r 10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.0E;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=5X5 _5X5
D E
39'8"
9.10"
19,10"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udef! U#
VERT(LL): 0.149 J 999 360
VERT(CL): 0,279 J 999 240
HORZ(LL): 0.0601 - -
HORZ(TL): 0.112 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
VIEW Ver: 20.02.00A.1020.20
Rb'�iia is
o
e
a«
s
®.708 i
m
t' S d
®
COAd7,844W11 �N
03/10/2021
10, 1'
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- A /965 /318 /386
G 1552 A A /965 /318 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 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 1 - F 498 - 448
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, 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 proper)Y attached structural sheathing and bottom chord shall have a properly
attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinp installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 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 - ANMCOMPAW
truss in conformance with ANSI/ PI 1,- or for handling, shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional an sneering responsibilittyr solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Buildinguesigner 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: 249708 / HIPS
Ply: 1
Job Number: N334501
C R 8975 JRei:1X3L89750075 T24 r
FROM: RWM
Qty: 1
,7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E
No: 069.21.1302.21515
FD
Truss Label: A5
/ WHK 03/10/2021
6'1"7 16'0"1 237'15 33'6"9 39'8"
6'1 "7 9' 10"10 77'14 9' 10"10 6' 1 "7
:6X6 E�i 6X6
D E
T2
6 12
T4
m 'C5
5X5
F a
m
W
W1
B
GA
H
4X6(A2) 5X5 =-5X5=4X6(A2)
39'8"
9.10" 9.10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.156 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240
B 1556 /- /- /964 /713 /366
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - -
G 1556 /- /- /964 /713 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.119 1 -
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.745
MWFRS Parallel Dist: h/2 to h
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485
Members not listed have forces less than 375#
Loc. from endwall: not in 9.o0 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 1841 - 2852 E - F 1665 - 2513
C - D 1665 -2513 F - G 1841 -2852
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.0E;
D - E 1456 -1829
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 2505 -1555 J -1 1780 - 984
member design.
K - J 1780 -1005 1 - G 2505 -1535
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-K 511 -469 E-I 617 -249
K - D 617 - 248 I - F 512 - 469
�gi;i�Itti8Y0gp ft/ery��'f'
} n .
y�y
OE
e•
W
e® q
•
i
o. i U�py� pK3 ,ig a '"
S i e
° r
a °
e
s S T 0
•®
�� ••au w�i6 �yn`1�4��+s
L
COA �<1p
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information,
by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the MM OMPAW
truss in ANSI PI 1, for handling,
conformance with or shipping,, installation and bracin4 of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitabili y and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249709! HIPS
Ply: 1
Job Number: N334501
Cust: R8975 JRef:1X3L89750075 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,R101 ! 1828/CALI/4EBB ELEV.C,E
DnvNo: 069.21.1302.21406
Truss Label: A6
SSB ! WHK 03/10/2021
710""14 15' 24'8" 31'9"2 39'8"
7' 1014 7'1 "2 9'8" 7-1-2 7' 10" 14
6X6 ; 6X6
D T3 E
12
6 C:;-,- �5X5 "X5
C
W m
W1
B G
A
� H �88,
4X6(A2) =5X5 =5X5 =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): 0.159 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.115 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 g q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G are a rigid surface.
Bearings B & 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 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 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.OE; D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2363 -1483 J - 1 1847 -1110
member design. K - J 1847 -1131 I - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 394 - 358 E - I 628 - 300
K - D 628 - 300 I - F 394 - 358
H t Pg�i t�9/91 #y Pd t pjd f#
'�gt4�1i4
fr
O
0 °
C Y
Y a
0 q^�
i11 0 a +µ•
°
4 ffi
Y'
COA
(3/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA) for
and safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10,
as applicable. Apply to each face, of truss and position as shown above and on the JoinDetails, unless noted otherwise. Refer to
Oates
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the MN COM.W
truss in ANSIfTPI 1, for handling, installation
conformance with or shipping,, and bracin4 of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional encLmeering responsibilit�yr solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building4 esigner per ANSIITPI 1 Sec.2.
For,more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249710 / HIPS
Ply: 1
Job Number: N334501
Cust: R 8975 JRef:1X3LB9750075 T23 /
FROM: RWM
Qty: 1
,7A5/320 .182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.21827
Truss Label: A7
SSB / WHK 03/10/2021
617 14'0"l 19'10" 25'7"15
33'6"9 39'8"
6'17 T10"10 5'9"15 5'9"15
7'10"10 6'1"7
555X5 1112X4 =5X5
D E F
T2
12
6 W
T4
v 0 C 5
\5G
W3
m
B
A
H
a
=4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2)
39'8"
10' 9'10" 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240
B 1556 /- /- /958 /715 /325
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- /- /958 /715 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.121 J - -
Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743
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: 0.748
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Fac: Yes Max Web CSI: 0.434
Members not listed have forces less than 375#
Loc. from endwall: not in 9.o0 ft FT/RT:20(0)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1975 -2822 - E - F 1780 -2112
C - D 1821 - 2515 F - G 1821 - 2515
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1;
D - E 1780 -2112 G - H 1975 -2822
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 2470 -1666 K - J 1912 -1210
member design.
L - K 1912 -1231 J - H 2470 -1645
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 439 - 395 F - J 556 -182
L - D 556 -182 J - G 439 - 395
tgllaHtatnaararJer�jjf
E - K 440 -281GE
`'�«
tiny st.'
as
a
r all
is
s }
DPP®®O�b.(�q b'PgP
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 BCSI. Unless
per noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
Apply
as applicab)e. plater to each face, of truss and position as shown above and on the Join Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Defer to ALPINE
Alpine, a division of ITW Buildin$ctComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance ANSI/TPI 1, for handling, installation
with or shipping,. and bracinaof trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional encLrneering responsibilit�yr solely -for the design shown. The suitability and use of This Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 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.orn Orlando FL, 32821
SEQN: 249711 / HIPS
Ply: 1
Job Number: N334501
Cusl: R 8975 JRef:1X3L89750075 T6 /
C:N:
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,Ri01 / 1828/CALI/4EBB ELEV.C,E
o: 069.21.1302.22327
Truss Label: AB
SSB / WHK 03/10/2021
6'9"4 13' 19,101, 26'8"
32'10"12 39'8"
6'9"4 6'2"12 6'10" 6'10
6'2"12 6'94
5X5 1112X4 = 5X5
D E F
12
6 � �2X4 W
62X4
M C
G
co W3
B
H
A
4X6(A2) =5X5 =5X8 = 5X5 = 4X6(A2)
r 39'8"
10' 9'10" 9.10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA . Ce: NA VERT(LL): 0.191 E 999 360
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 f716 1305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
H 1556 /- !- /953 /716 /-
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 = 6.0 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 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: 0.687
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
g9eseateitrasr{at�r�J��
D - K 425 -401 J - G 381 -339
E K 585
��- H.
��e�+r
- - 391
�aamsP,�
00
7®�
a 0.
e
a
n i
81ON
COA` b �� ,,
Ivo
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, by TPI SBCA)
of BCSI (Building
and for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have attached structural sheathing and bottom have
Froper)Y chord shall a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing9 installed per BCSI sections B3, B7 or B10,
as applicable. Apply to face truss Refer
plates each of and position as shown above and on the Joint Details, unless noted otherwise.
drawings 160A-Z for standard Refer to General Notes for information.
to
plate positions. job's page additional
ALPINE
Alpine, a division of ITW Building Components Group Inc, shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMVANr
truss in conformance with ANSI 1, or for handling, shipping,, installation bracinclof trusses. A this drawing,
and seal on
listing this drawing indicates acceptance of professional engpineering responsibilit�yr solely -for the design shown. The suitabili
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
or cover pa a 675o Forum Drive
y and use of this
Suite 305
For more information see these web sites: Alpine: al ineitw com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249712 / HIPS
Ply: 1
ob Number: N334501
Cust: R 8975 JRef:1X3L89750075 T21 /
FROM: RWM
Qty: 1
2.182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E
T,7"A513l)
DrwNo: 069.21.1302.22218
uss Label: A9
SSB / WHK 03/10/2021
6'3"4 12'0"1 19,101, 277' 5
334"12 39'8"
6'3"4 5'8"12 7'9"15 7'9"15
5'8"12 6'3"5
5X5 1112X4 =5X5
D E F
12
6 F-' '-1-2Cq W
I
i2G
co
N
v
`° W3
m
io
B
A
H
�
=4X6(A2) =5X5 =5X8 -5X5=4X6(A2)
39'8"
10' 9'10" 9'10"
10 1
10' 19'10" 29'8"
39'6"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind-Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl u#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240
B 1556 /- /- /947 /717 /284
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - -
H 1556 /- /- /947 /717 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.124 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 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748
H Br Width = 8.o Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.753
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: 0.999
Members not listed have forces less than 375#
Lac. 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 2102 - 2791 E - F 2189 - 2492
C - D 1987 - 2524 F - G 1987 - 2524
Top chord: 2x4 SP #2 N;
D - E 2189 -2492 G - H 2103 -2791
Sot 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 2434 -1769 K - J 2065 -1444
member design.
L - K 2065 -1465 J - H 2434 -1748
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 498 -118 K - F 539 - 531
D - K 539 - 531 F - J 498 -118
yytiil6ttitl6liJirorrjt�i
E - K 685 -462
+Q♦���pl4�l♦t4 .Jyl�'trv.
a�,�a
0
$
o i m
s
m
® fl+ppy
COA999V4,A ti4+law+A`a
(3/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, by TPI
of BCSI (Building
an c7 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
attached rigqid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oT truss and position as shown above and on the 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
Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANIMCOWANv
truss in ANSI 1, for handling, bracin
conformance with —PI or shipping,. installation and of trusses. A sea! on this drawingor cover page 6750 Forum Drive _
listing this drawing indicates acceptance of professional engineering responsibili(t�� solely -for the design shown. The suitabiliy and use of This Suite Fos
drawing for any is the the Building Designer ANSI/TPI 1 Sec.2.
structure responsibility of per
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249713 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T5 /
FROM: RWM Qty: 1 , A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21436
Truss Label: A10 SSB / WHK 03110/2021
5'9"4 11' 19' 28'8" 33'10"12 39'8"
5'9"4 H-12 8' 9'8" 52"12
5X5 = 5X5 ; 5X5
D E T3 F
T 12
6 �2X4 W �2X4
o C (a) (a) G
n W3
B H
� A I
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
39'8"
�1' 10' 9'10" 9'10" 10,
10' 19,10" 29'8" 39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.213 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 1556 A /- /940 f718 /264
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.399 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.068 J - -
H 1556 A /- /940 f718 A
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.127 J
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 It
TCDL: 4.2 psf
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: 0.934
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.752
Bearings B & H are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.751
Bearings B & H require a seat plate.
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
o r
Lumuer
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,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 2057 - 2533
F - G
2066 - 2539
D - E 2502 - 2773
G - H
2184 - 2797
Maximum Bot Chord Forces Per
Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
B - L 2448 -1855
K - J
2163 -1578
L - K 2147 -1575
J- H
2440 -1822
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs
Tens. Comp.
L - D 470 - 71
K - F
626 - 612
D - K 739 - 778
F - J
466 - 52
E - K 789 - 534
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types. '61vA' �•
":-
4 4®
a
0.
m p
S 'TCOA .a
Al-
'°�d481�i1tf8gf W69�=��x4'y`
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigpid 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. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the MMCO-AW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility/ solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
•1 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: 249714 / HIPS
Ply: 1
Job Number: N334501
Cust: R 8975 JRef:1X3L89750075 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.21875
Truss Label: Al2
SSB / WHK 03/10/2021
9' 17' 22'8" 30'8"
3g'8"
91 g 5,g, 8,
9'
:6XD 6 T2 =5X5 =4E4 T3
,6X6
F
T 12
6
o (a) W (a)
u�
W5
B
1 A
G N
H 1�8'8"
4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2)
i_
. 39'8"
�1' 10' 91101, 9'10"
10,
10' 19,10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in Idc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.251 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240
B 1556 /- /- /921 /720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - -
G 1556 /- /- /921 /720 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.150 1
Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
5.0
BCDL: 5.0 psf
G Br Width = 8.0 Min Re
9 q = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834
Bearings B & G are a rigid surface.Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306
Members not listed have forces less than 375#
Loc. from endwall: not in 9.Oo 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 2250 -2705 E - F 2239 -2478
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
C - D 2238 - 2478 F - G 2250 - 2704
D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
K - J 3174 -2647 I - G 2329 -1835
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
for (2) CLR'S where shown. Scab reinforcement to be
C - K 718 -428 E - 1 944 -834
same size, species, grade, and 80% length of web
K - D 940 - 832 I - F 718 430
member. Attach with 0.128x3" gun nails @ 6" oc.�eti9e{tpgtrfpftt1l01f'f
Wind
Wind loads based
on MWFRS with additional C&C
member design.
Wind loading based on both and hip roof types.
gable
0 08 1
2 x
°
e
o p
e
s
COA`# �ONAL
at+0ar�araBtttta�f�l��+�
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�er BCSI. Unless
noted d"therwise,.top chord shall have propery attached structural sheathing and bottom chord shall have a properly
attache, rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply to face truss
Oates each of and position as shown above and on the Joint Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Defer to ALPINE
Alpine, a division of ITW Buildincc��Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the ANR CQWAW
truss in conformance ANSI 1, for handling,
with or shipping,, installation and bracinclof trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en 4ineenng responsibili(� solely -for. the design -shown. The suitability and use of this
drawing for any structure is the responsibility of the BuildingUesigner 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: icr-safe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249715 /
SPEC
Ply: 1
Job Number: N334501
JRef:1X3L89750075 T2 /
FROM: RWM
Qty: 1
7A5/320 ,l82EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
]Cust:R8975
DrwNo: 069.21.1302.22124
Truss Label: A11
SSB / WHK 03/10/2021
5'7"4 10'8" 11'3"15 16'0"1 23'7"15 29'7"15
39'8"
574 5'0"12 7,157'7"14 6'
10,01.1
5X5
p E =4F4 =5X5 =5X5
T
m
12
6 � �2X4
C
TT
io
co
n
T5 v =_
B
1 A
4=1
— ..,.., ....
M I t[
J
8'8"
39'8"
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): 0.229 L 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /932 1716 /257
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.427 L 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.076 K - -
1 1556 /- /- /930 1718 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.142 K
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
5.0
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.820
1 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: 0.802
Bearings B & I are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.811
Bearings B & I require a seat plate.Members
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE 18SS
o n
LUmuer
C - D 2062 - 2521
G - H
2O44 - 2305
Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE;
D - E 1917 -2214
H -1
2093 -2649
Bot chord: 2x4 SP #1;
E - F 1976 -2258
Webs: 2x4 SP #3;
Wind
Maximum Bot Chord Forces Per
Ply (Ibs)
Wind loads based on MWFRS with additional C&C
Chords Tens.Comp.
Chords
Tens. Comp.
member design.
B - M 2452 -1880
L - K
2805 - 2204
Wind loading based on both gable and hip roof types.
M - L 2814 - 2230
K - 1
2266 -1674
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs
Tens. Comp.
M - D 1699 -1345
G - K
774 - 669
M - E 760 - 872
' K - H
693 - 431
�gg;ll4fit011f8PlJi/PrPrP M - F 856 -742
BI
0 }P
0.
a 0 a
P � �
0
S.
PP
0
\s1�t
COA` tdAL���itiYr
Pdflap�nyee�e�
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
o 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 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 Q PI 1, or for handling, shipping,, Installatlon and bracincl of trusses. A seal on this drawing or cover pa e
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI[TPl 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.or
ALPINE
MN COWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249716 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T20 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALIMEBB ELEV.C,E DrwNo: 069.21.1302.21781
Truss Label: A13 SSB / WHK 03/10/2021
5'7"4 10'8" 13'3"1r5 217'15 317'15 3918"
5'7"4 5'0"12 1 2'T,1 8'4" '�' 10, 'h 8'0"1 i
T
W
10'8"
10.8"
=5x5
D
20'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BOLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " - -
C&C Dist a: 3.97 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
T4 2x4 SP 2400f-2.0E;
Bot chord: 2x4 SP #2 N; 61 2x4 SP #1;
Webs: 2x4 SP #3; 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.
5'8"
5'4" 7-10" + 7'10"
16' 23' 10" 31'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE. HS
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.043 M 999 360
VERT(CL): 0.080 M 999 240
HORZ(LL): 0.017 J - -
HORZ(TL): 0.028 J
Creep Factor: 2.0
Max TC CSI: 0.957
Max BC CSI: 0.647
Max Web CSI: 0.546
VIEW Ver: 20.02.00A.1020.20
H .sjt
1 �00
0. 7'Q8 1 '
°
° S A,T ® °
°
'
4.
CONQUA
03/10/2021
13'4"
8' 1'
39'8"��
TT
♦ Maximum Reactions (Ibs), or `=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 840 /- /- /551 /397 /257
N' 315 A /- /159 1140 /-
H 585 A /- /436 /242 A
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, N, & 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 959 -1265 E - F 645 - 628
C - D 755 - 932 F - G 648 - 471
D-E 808 -911 G-H 324 -611
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp, Chords Tens. Comp.
B - M 1088 - 733 K - J 924 - 213
M - L 931 - 620 J - H 455 -107
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - M 396 - 367 L - F 903 - 565
D - M 619 -454 F - K 1390 -1254
M - E 442 - 299 K - G 854 -1043
E - L 449 - 564
"'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 lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMVANY
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses; A seal on this drawing or cover paWe 6750 Forum Drive
listing this drawin indicates acceptance of professional encLlneering responsibility solely or the design shown. The suitability and use of this
drawing for any sfructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.
Suite 305
For more information see these web sites: Alpine: al ineilw.com;_.TPI: t inst.or ; SBCA:.sbcindustry.com;_ ICC:_ iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 2497341 HIPS
Ply: 2
Job Number: N334501
CusI' R 8975 JRefAX31-89750075 T12 /
FROM: JRH
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01 ! 1828/CALI/4EBB ELEV.C,E
DrwNo: 069.21.1302.23499
Truss Label: A14G
S58 / WHK 03/10/2021
2 Complete Trusses Required
7' 17' 22'8" 32'8"
39'8"
7' 10 58 10
7
=6X6 .8X8 =8X8
12 C T2 D T3 E T4
6X6
F
6T III III
o
T
(7 B
M
G -v
3 %{
H
4X6(A1) =8X8 = 8X8 =8X8=4X6(A1)
39'8"
10' 9'10" 9'10"
10,
+ T
10' 19,10" 29'8"
+1'�
+ 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.295 J 999 360
Loc R+ / R- / Rh / Rw / U ! RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.555 J 850 240
B 3135 /- /- /- /1427 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 1 - -
G 3136 /- /- /- /1428 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(rL): 0.121 1
Wind reactions based on MWFRS
Mean Height: 10.51 ft
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.676
G Br Width = 8.0 Min Re = 1.8
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 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;
Bot chord: 2x6 SP SS;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Nailnote
Nail Schedule:0.128"x3" nails
B - K 2752 -1257 J - 1 4769 - 2187
Top Chord: 1 Row @12.00" o.c.
K - J 4768 - 2187 I - G 2753 -1258
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. yttttiaetfgletgjfsl0
er
Wind
Wind loads and reactions based on MWFRS. �,°� + +s°+°1°°°°°°• +�rJ °r, i
Wind loading based on both gable and hip roof types. ®'t °�,� °•®
a
r�.7'08 1
e
m 0 0
C m
0 w
O
COAfr7r$�� °
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition
Component Safety
of BCSI (Building
Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have ropey attached structural sheathing and bottom chord shall
temporary
have a
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections
Apply
properly
B3, B7 or B10,
as applicable. plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Refer to ALPINE
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the ANm COWAW
truss in
conformance with -ANSI 1, or for handling, shipping,, installation and bracinq of trusses. A seal on this drawing or cover paWe 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIfrP1 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: 2497171
COMN
Ply: 1
Job Number: N334501
Cust: R 8975 JRef:1X3L89750075 T19 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,02H ,RI01
/ 1828/CALIl4EB8 ELEV.C,E
DnvNo: 069.21.1302.22421
Truss Label: A15
SSB / WHK 03/10/2021
5'7"4
10'8"
15'3"15
23'3"15
31'8"1 32'8"
39'8"
5'7"4
5'0"12
4'7"15
8'
8'4"2 11'15
7'
= 5X5
D
12
T
T
6 �2X4
=5X14
=HOF10
=_5X10(SRS)
H
to
C
T3
T4 G
(a)
o iv
'v
I
,B
J
=3X6(A1)
-5XO8
=5X5
=4X6 =4X4L
=5X5
=3X6(A1)
21'
5'
13'8"
5' S'
5'8"
8' 1
8'
16'
21' 26'
31'8"
39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.038 O 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.072 0 999 240
B 745 A /- /497 /341 /276
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.017 K - -
M 1429 /- /- /726 /654 A
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.031 K
L 629 /- A /238 /218 A
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Building Code:
Creep Factor: 20
1 534 A /- /399 /245 /-
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.701
Wind reactions based on MWFRS.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.635
B Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 2.0L
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.703
Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
I Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18
Plate Type(s):
Bearings B, M. L, & I are a rigid surface.
Wind Duration: 1.60
WAVE HS
VIEW Ver: 20.02.o0A.1020.20
Bearings B, M, L, & I require a seat plate.
Lumber
Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N; T3,T4 2x4 SP #1;
Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #2 N;
Chords Tens.Comp. Chords Tens. Comp.
Webs: 2x4 SP #3;
B - C 1109 -1100 E - F 800 - 732
Bracing
C - D 1003 -901 G - H 766 -618
(a) 1X4 #3SRB or better continuous lateral restraint to
D - E 835 - 674 H - 1 595 - 577
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
Maximum Bot Chord Forces Per Ply (Ibs)
and attached at both ends to a suitable support by
Chords Tens.Comp. Chords Tens. Cbmp.
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
B - 0 936 - 827 M - L 464 - 410
O - N 570 -442 L - K 530 -367
restraint. substitute (1) scab for (1) CLR and (2) scabs
N - M 598 -426 K I 451 326
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.;tamtf1619llttte/t
1f'�iy�f�s
Maximum Web Forces Per Ply (Ibs)
Wind
ti ��
Webs Tens.Comp. Webs Tens. Comp.
Wind loads based on MWFRS with additional C&C
member design.
°o� �•. ',
.,�, ♦�°�,GE ��''8° , `3 '�
C-0 502 -291 M-F 909 -732
O - D 469 -387 L - G 947 -898
Wind loading based on both gable and hip roof types.
° °°
E - M 1635 -1574
s o py
7,08 1
a
o a
2 °
0
0
0
COA i 0NA
�tlt�lates�l°`14�4��
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)!% shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. (Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the AN mvwN+vANv
truss in conformance with ANSI 1,- or for handling, shipping,. installation and bracin4of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit(y� solely -for the design shown. The suitability and use Nis Suite For drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305
For more information see these web sites: Alpine: al ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249718/ SPEC
Ply: 1
Job Number: N334501
Cust: R8976 JR&AX3Le9750075 T18 /
FROM: RWM
Qty: 1
7A6/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E
DrvNo: 069.21.1302.21516
Truss Label: A16
SSB ! WHK 03/10/2021
5'7"4 10'8" 17'3"15 23'6" 29'8"1 39'8"
5'7"4 5'0"12 6'7"15 6'2"1 6'2"1 2'11"1 7'
19'315 -j
=5p512
6 -5L5
T
M C =8X8 -8X8 o5X10(SRS
T n
Co E F G H I J K
n
r EO
B Z AB AE
3 7 A
M
N l�I 1�9'6"
Y X W V u T S R Q P O
3X6(A1) =5X5 =5X5 =4X6 1112X4(-2) =5X5 =_W(A1)
4X4
21' 5'i
13'8"
1'3"15 1 5' 3'6"5
8 +1
8' 16' 17' "15 26' 29'6"5 r
39'8"
1
�� -�
21' 31'8'
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: ASCE 7-16 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): 0.037 Y 999 360
Loc R+ / R- / Rh
/ Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.069 Y 999 240
B 774 A /-
/508 /355 /317
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 O - -
U 1323 /- /-
/633 /586 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.030 O
R 711 /- /-
/257 /237 /-
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 '
M 531 /- /-
/381 1247 /-
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.948
Wind reactions based on
MWFRS
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h!2 TPI Std: 2014 Max BC CSI: 0.636
B Brg Width = 8.0
U Brg Width = 8.0
Min Req = 1.5
Min Req = 1.8
" Re Fac: Yes Max Web CSI: 0.584
P Spacing: 24.0 C&C Dist a: 3.97 ft
R Brg Width = 8.0
Min Req = 1.5
Loc. from endwall: Any FT/RT:20(0)/10(0)
M Brg Width = 8.0
Min Req = 1.5
GCpi: 0.18 Plate Type(s):
Bearings B, U, R, & M are a rigid surface.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02700A.1020.20
Bearings B, U, R, & M 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 #2 N;
Chords Tens.Comp.
Chords Tens. Comp.
Webs: 2x4 SP #3;
B - C 1118 -1151
F - G 823 -776
Plating Notes
C - D 1027 -960
G - H 834 -791
All plates are 2X4 except as noted.
D - E 791 -722
K - L 681 -548E
- F 823 -777
L - M 628 -571
(") 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
Maximum Bot Chord Forces Per PI Ibs
requirements.
Chords Tens.Comp.
Chords Tens. Comp.
Wind
B - Y 978 -830
T - S 585 -491
Wind loads based on MWFRS with additional C&C
Y - X 627, -411
S - R 584 -491
member design.
X - W 462 -350
R - Q 424 -356
Wind loading based on both gable and hip roof types.
W - V 462 -350
Q - P 424 -355
tit}kitt aSFitdlttg��rfi
V - U 462 -350
P - O 424 - 356
or�'�t
��%,pa®a
U - T 589 -490
O - M 445 - 354
,4• oseo .fit+,
'�_
��w•°,,�,°•. °r�
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
Webs Tens. Comp.
d b® .
0.7108 1
C - Y 445 -257
U -AB 611 - 605
Y - D 453 -285
AB- H 504 -522
® s
a a
E - Z 1516 -1447
Z- U
R -AE 930 - 847
e
S
1536 -1466
AE- K 910 - 826
eeY
sa!PNftbsi�
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!!ngg shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI andSBCA) foF 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
attach6d rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
_
as applicabgle. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
Defer to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE�
Alpine, a division of ITW BuildinggComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure
truss in ANSI/TPI
to build the
ANRMCOMPANY
conformance with 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional engeering responsibilittyy solely -for the design shown. The -suitability and use of Phis
drawing for any structure is the responsibility of the Building Z7esigner per ANSIfTPI 1 Sec.2.
6750 Forum Drive
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: 249739 / GABL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T3 /
FROM: HMT Qty: 1 7A5l320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23311
Truss Label: 131GE SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
10'8"
10'8°
21'4"
10'8"
�-- 4,8" —i-- 2, -{
(TYP) =4F4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 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
21'4"
21'4"
21'4"
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or *=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.005 R 999 360
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.011 R 999 240
B* 125 /- /- /39 /48 /11
Snow Duration: NA
HORZ(LL):- 0.004 L - -
Wind reactions based on MWFRS
HORZ(TL): 0.006 R
B Brg Width = 256 Min Req = -
Building Code:
Creep Factor: 2.0
Bearing B is a rigid surface.
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.323
Members not listed have forces less than 375#
TPI Std: 2014
Max BC CSI: 0.197
Rep Fac: No
Max Web CSI: 0.091
FT/RT:20(0)/10(0)
Plate Type(s):
EW Ver: 20.02.00A.1020.20
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 96 plf at -1.00 to 96 plf at 22.33
BC: From 20 plf at 0.00 to 20 plf at 21.33
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS.
Wind loading based on both gable and hip roof types.
q$tirfitett8arrrrie
� rrrlPi
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
s$�o®c,•,•�Q�`'�'�
%*
gable wind bracing and other requirements.
��•a`i° e
a a
C3,+�
•°
0
® s°
0 w
e g
qT
a�s
O
rg� y
Q�i�NAL G
COA /�t'� tia�t.
�rl"e""ILN4ti5f�
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,handlinq, shipping, installing and bracing. Refer to and follow the latest edition of
a division of
lorawing for any structure
For more information see tt
properly at[acne0 structural sneatning and 00ttom cnora snail nave a properly
ltraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
s shown above and on the Join Details, unless noted otherwise. Refer to A Ak N E
feral Notes page for additional information.
not be respponsible for any deviation from this drawing, anyfailure to build the ANl CCWAW
g,, lnstallatlon and bracingof trusses. A seal on this drawin or cover page
pang responsibilittyv solely -for 6750 Forum Drive
or the design shown. The suitability and use of This _
signer per ANSUTPI 1 Sec.2. Suite 305
I: tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 249737 / GABL Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX3L89750075 T1 /
FROM: RWM Qty: 1 ,7A51320 ,182EC,E ,02H ,RI01 / 1828/CALIMEBB ELEV.C,E DrwNo: 069.21.1302.22625
Truss Label: C1GE SSB / WHK 03/1012021
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'
f 5' 'ir_ 2' -�
(TVP)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wnd Duration: 1.60
Lumber
Top chord: 2x4 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 pif 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.
=4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
14'
7'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.007 J 999 360
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
♦ 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
VIEW Ver: 20.02.o0A.1020.20 Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Camp.
C - J 511 -403 H - E 511 -403
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 properyy attached structural sheathing and bottom chord shall have a properly
attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the JointDetails, unless noted otherwise. Refer to A LPI N II-
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 AN, COWAW
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engsneering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249721 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T13 !
FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23155
Truss Label: D1 KD / WHK 03110/2021
I
M
O
N
1 43
5'
5'
=4X4
C
10,
5'
12
6
N
M
B D
101
4 E 8-8"
F
2X4(A1) 1112X4 = 2X4(A1)
10,
5 � 5
5' 10,
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 L/defl L/#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.007 F 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.013 F 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.003 F - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.006 F
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: 0.345
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 201A
Max BC CSI: 0.257
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.081
Loc, from endwall: not in 4.50 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 #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
yNIP—
K.
®ao
V
ffi o. 7,08 1
p a
a
M �sW
,�p1�RRR,`iC
COA # � NA
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 434 /- /- /286 /202 /134
D 434 !- /- /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, 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 propery 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 o1 truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings_160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$QComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPANV
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover page 675o Forum Drive _
listing this drawing indicates acceptance of professional encLmeenng responsibilitty� solely -for the design shown. The suitabilifand 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 .cam; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249722 / COMN Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX31-89750075 T14 /
FROM: JRH Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23047
Truss Label: D2 KD / WHK 03/10/2021
5' 10,
i 5' 5' �1
4X4
C
12
6
M
O uJ
N in
B BI D m
-43 q E 88
F
2X4(Ai) 1112X4 = 2X4(A1)
10'
1 i 5' 7 10,
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): 0.007 F 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.013 F 999 240 B 434 /- A /286 1202 /134
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.003 F - - D 434 A A /286 /202 A
Des Ld: 37.00 EXP: C Kzt: NA Mean Height: 15.00 ft HORZ(TL): 0.006 F - - Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.5
D Br Width = 8.0 Min Re
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.345 9 q = 1.5
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.257 Bearings B & D are rigid s
Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.081 Bearings B & li require a seaatt plat
late.
Members not listed have forces less than 375#
Loc. from endwall: not in 4.50 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 522 -494 C - D 521 -494
Top chord: 2x4 SP Maximum Bot Chord Forces Per PI Ibs
chord: 2x4 #2 N; Chords Tens.Com y (Ibs)
p
WeeBot bs: 2x4 SP #3; p. Chords Tens. Comp.
Wind B - F 396 -293 F - D 396 -293
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
tgtaastsft�t,/ur
ems, N6;E Cl • ;/ems,
• ,p ® tea..
+� •@ 9
4 Q • ,�
s 0. 08 1
« •
� g
® � m
@
6 `i 0 @
COAt� NAL>m4
IQ ?
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
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applrcab�e. Apply plates to each face of truss and positron as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alping, a division of ITW Buildin$Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANI CGNWANY
truss in conformance with ANSI/) PI 1, or for handling, shipping, • installation and bracingof trusses. A seal on this drawing or cover paga 6750 Forum Drive
listing this drawinfq indicates acceptance of professional emmneering responsibilityV solelyor the design shown. The suitabilify and use of this
drawing for any s ructure 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
SEON: 249735 / HIPS Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T17 /
FROM: JRH city: 1 ,7A,' 20 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22468
Truss Label: D3G KD / WHK 03/10/2021
0
3' T i 10,
f3' 4' 3' 'I
4X6 = 4X6
12 C D
6F:7- T
LO
B E
ih
A F8'8"
H G
2X4(A1) 1112X4 1112X4=2X4(A1)
10'
3'1 "12 3'8"8 3'1 "12
1 3'1"12 6'10"4 10, 1
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00 D
Des d::
Mean Height: 15.00 ft
.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 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 pif at
7.00
TC: From 56 plf 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
Truss
Coml
braci
attact
as ap
drawi
Alpint
truss
listing
drawl
For m
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.022 H 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 625 /- P /- /316 P
Lu: NA Cs: NA
VERT(CL): 0.044 H 999 240
Snow Duration: NA
HORZ(LL): 0.008 C - -
E 625 P P P /316 /-
HORZ(TL): 0.016 C
Creep Factor: 2.0
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Max TC CSI: 0.288
Max BC CSI: 3.365
Max Web CSI: 0.059
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.
VIEW Ver: 20.02.00A.1020.20
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
Via_ ,Jl�,g�e«omo.no®,h
ie
® 0. �41U 1
m
Rio .a A?
W1.0-_4
/{�g50 4�
COAL
`kyf�+f�6satsa�l�'�
03/10/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
"IMPORTANT*' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly
tl rigid ceiling Locations shown for permanent latefel restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
cable. AppTy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. efer to
is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover page
1is drawing indicates acceptance of professional enQneering responsibility solely -for the design shown. The suitabiliy and use of this
for any structure is the responsibility of the Building -Designer per ANSI/TFI 1 Sea2.
information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.org• AWC: awc.or
ALPINE
ANMCOWV W
6750 Forum Drive
Suite 305
Orlando FL, 32821
•
SEON: 249723 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T33
FROM: RWM Oty: 1 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23000
Truss Label: VS IKD / WHK 03/10/2021
3'11"8 7'11"
3'11 "8 3'11 "8
12 = 4M
B
T 6
iv 4M(D1)
A
\4(D1)C
_'T' D
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): 0.028 999 360
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- A /35 /26 /8
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.051 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.010 - -
Wind reactions based on MWFRS
Des Ld: 37.00
Mea
Mea C Kzt: NAn Height: 15.00 ft
HORZ(TL): 0.019
D Brg Width = 95.0 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: 0.321
Members not listed have forces less than 375#
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Sid: 2014
Max BC CSI: 0.374
Maximum Top Chord Forces Per Ply (Ibs)
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Re Fac: Yes
P
Max Web CSI: 0.000
Chords Tens.Comp. Chords Tens. Comp.
A - B 506 -366 B - C 503 - 366
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
Maximum Bot Chord Forces Per Ply (Ibs)
L.UrllUer NIlulub IU1 lbA Ulllp.
Top chord: 2x4 SP #2 N; A - C 330 -393
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.
Trus:
Com
bracii
attacl
as aF
drawl
Alin
truss
listing
drawl
For m
s
io. 7..Q8 1
ps
• ! e
WATO COA
T%111/
Pt$
1 3/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricatingg handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
vent Safety Information, by TPI an c7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary.
per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
p rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
cable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
is 160A-Z for sandard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildin$Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI 1, or for handling, shipping,. installation and bracing. of trusses. A seal on this drawing,
or cover page
its drawing indicates acceptance of professional anpsneering responsibility solely for the design shown. The suitability and use of This
for any structure is the responsibility of the Buildings esigner per ANSVTPI 1 Sec.2.
a information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249724 / VAL Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T16 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22405
Truss Label: V4 KD / WHK 03/10/2021
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/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;
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.
1111"8 1 3'11"
1'11 "8 111 "8
12
6 = 4X4
B
A 4X4(D1)=4X4(D1) C
10'6"3
D
f 3'11"
3-11"
3'11"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.004 999 360
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.003
Creep Factor: 2.0
Max TC CSI: 0.070
Max BC CSI: 0.098
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
00. 08 1
a
t
P
$® 5 T ® R° ,Ln
03/10/2021
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw 1 U / RL
D* 75 /- /- /32 /18 /6
Wind reactions based on MWFRS
D Brg Width = 47.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper!Y attached structural sheathing and bottom chord shall have a properly
attached rigid calling.Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
as applicable. Apg plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII NN
Alpine, a division of ITW BuildinggComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingqof trusses. A seal on this drawingor cover pa a 6750 Forum Drive__ -
listing this drawin indicates acceptance of professional encLineering responsibili((�� solely -for the design shown. The su!tabiliy and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIlf l 1 Sec.2. Suite 305
For more information see -these web sites: Alpine: al ineitw-com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249725 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T15 /
FROM: RWM Qty: 8 7A51320 ,182EC,E ,02H ,Rl01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21766
Truss Label: EJ7 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T.
�— 1, 7
7'
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: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
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):
N
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
EW Ver: 20.02.00A.1020.20
♦ y,
` Braes..,
r
L
m o
0
°•® ®R W,
COA A 78
12'2"11
M
O_ LO
� M
'ct
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 /108 /208
D 125 /- /- 173 /- /-
C 174 /- /- /128 /169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req'= 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
• 03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
• bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinQ 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 int , a division of ITW Buildin$QComponents-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 bracin of trusses. A seal on this drawin or cover pa e
listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitabilii9y and use of This
drawing for any sQructure is the responsibility of the Building�esigner per ANS!fTPI 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.or
ALPINE
ANR COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249726 EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JR&AX31-89750075 T11 /
FROM: LPM Qty: 6 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.23405
Truss Label: EJ7A �JB / WHK 03/10/2021
B
T
7'
7'
Loading Criteria (psi)
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 Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.016 C
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.030 C
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: 0.738
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.513
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/l0(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
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.
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 270 /- /- /179 /71 /186
C 126 /- /- /76 /- /-
B 177 /- /- /132 /171 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an r7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq 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. f�efer to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE
Alpine, a division of ITW Buildinq�Components Group Inc. $hall not. be responsible for any deviation from this drawing, any failure to build the nN mvcoMvn�v
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawingg indicates acceptance of professional engq�ineering tesponsibilit� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249727 / EJAC Ply: 1 Job Number: N334501 Cust: R 8975 JRef: 1X3L89750075 T28 !
FROM: JRH Qty: 3 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22311
Truss Label: EJ3 �SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
cM
O
4"3
ie +
3'
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): NA
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.001 D
EXP: C Kzt: NA
HORZ(TL): 0.002 D -
Mean Height: 15.00 ft
Building Code:
Creep Factor: 2.0
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.248
MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014
Max BC CSI: 0.112
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wnd Duration: 1.60
fnmvF
VIEW Ver: 20.02.00A.1020.20
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.
�t��''y�r1{a'�oa®nra�npatrs {�j'''�rt4r
a
y m o
� r
tr b
M m
e
a q
• S /:'i 0
®•®atr��aoP`r
COA
03/10/2021
**WARNING` READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
a division of
or any structure Is the rE
information see these web
10'2"11
to
M
N
$'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 188 /- /- /157 771 /100
D 52 /- /- /28 /- /-
C 65 /- /- /45 /66 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
deviation from this drawing, any failure to build the
of trusses. A seal on this drawing or cover page
gr the design -shown. The suitability and use of this
-1.4116111.,
ALPINE
ANR COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249728 / JACK Ply: 1 Job Number: N334501 Cust R 8975 JRef:1X3L89750075 T35
FROM: LPM Qty: 4 7A5/320 ,182EC,E ,02H .R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21983
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 "
T
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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 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.
4'11"4
4' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
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
alai- 4�9 H,
m
° w
° S �4T 0 °
03/10/2021
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 /152
D 89 /- /- /51 /- /-
C 118 /- /- /85 M I S /-
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, 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN"WCCWV
truss in conformance with ANSI 4PI 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 encLlneenng responsibilitty�r solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 306
For more information see these web sites: Alpine: aloineitw.rom: TPI: toinst.oro' SBCA: shcindustry cam, ICC• icr_aafe_orn• AWc• awc_nro Orlando FL, 32821
SEQN: 249729 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef: 1X3L89750075 T34 /
FROM: LPM Qty: 4 7A5/320 ,182EC,E ,02H ,R101 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21609
Truss Label: CJ3 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: _ 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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.
211 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
ep
i+
o
COA��1Lari+`
era
03/10/2021
10'2"5
O)
C'7
CV
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- A /156 /71 /99
D 50 /- /- /27 A /-
C 63 /- /- /44 /64 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) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id 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 ALPINE
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the -. ANMCOWAW
truss in conformance with ANSI Q PI 1, or for -handling, shipping,, installation and bracingof trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawin indicates acceptance of professional en sneering responsibility solelyor the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2497301 JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T32 /
FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22407
Truss Label: CJ1 KD / WHK 03110/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12
6 C
43
T
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 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.
2X4(A1)
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):
co
c7
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
H.
®.708 I
a
C a
0
•
ai• �� 0 °
COA �17J° s At
03/10/2021
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- A
/145 /76 AE
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, 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
attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 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 ANMCOWAW
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty�r solelyor the design shown. The suitability and use ofisdrawing 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: 249731 / JACK Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T27 !
FROM: LPM Qty: 4 , A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22577
Truss Label: CAA KID / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
12
6 � C
43
V
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 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
1, 11"4
11114
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate?ype(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver:20.02.00A.1020.20
I— "lot
0.
o
r j
COA ff r�81 NA
03/10/2021
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /145 /76 /4E
D 11 /-2 /- /14 /10 A
C - /-15 /- /29 /33 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 properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
as applicab a. 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 jobs General Notes page for additional information. LLrrii�� NN
Alpine, a division of ITW BuildinTcL Components Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the ANrtwmw,c
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pac� a 6750 Forum Drive
AW
listing this drawintq; indicates acceptance of professional enTneering responsibility solely -for the design shown. The suitability and use of this
drawing for any s ructure is the responsibility of the Building Designer per ANS!/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.cwm; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249732 / HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T26 /
FROM: HMT Qty: 2 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.21890
Truss Label: HJ7 KD / WHK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"11
L
12'2"3
12
4.24 a 2X4
C
v
m �
M M
-v
B
3 A 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 2400f-2.OE;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
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):
—
9'10'1
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
PP Deflection in loc Udefi U#
Gravity Non -Gravity
VERT(LL): 0.040 F 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
E 364 /- /0 /- /84 /0
HORZ(TL): 0.018 C
D 214 /- /- /- /177 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.546
B Brg Width = 10.6 Min Req = 1.5
Max BC CSI: 0.416
E Brg Width = 1.5 Min Req = -
Max Web CSI: 0.260
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.
VIEW Ver: 20.02.00A.1020.20
B - C 394 - 562
aW
0. 7,08 1
S Ai 0 o �,
Sin
tA6P8�691Q�4
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
)id -ceiling Locations shown for permanent lateral restraint o>Ywebs shall have bracin installed per BCSI sections B3, B7 or B10,
le._ AppTy plates to each faceof truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
Is _iouA-Z ror stanaara plate positions. meter to ioo s uenerat Notes page Tor aaanionai imormauon.
a division of ITW Buildin Components Group Inc. shall not. be responsible-forany deviation from this drawing, any, failure to build the
conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this drawtn or cover pa e
tis drawintq indicates acceptance of professional engineering responsibility solely for the design shown. The suitabiI4 and use of This
for any s ructure is the responsibility of the Buildingresigner per ANSI/TPI 1 Sec.2.
For more information see these web
AL NE
ANR [OWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 2497331 HIP_ Ply: 1 Job Number: N334501 Cust: R 8975 JRef:1X3L89750075 T29 /
FROM: JRH Qty: 2 7A5/320 ,182EC,E ,02H ,RI01 / 1828/CALI/4EBB ELEV.C,E DrwNo: 069.21.1302.22843
Truss Label: HJ3 SSB / WHK 03/10/2021
0
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
Spacinq: 24.0 "
C
12
4.24 T 10'2"6
B ih
N
8rQn
A VV
D
�- 1'5"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 0.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #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.
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
Ver: 20.02.00A.1020.20
'4 ♦ V P
@® 4
4
O
°
A.70$ 1
° r
�� S
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 84 /- /- /- /45 A
D 28 /- /- /7/-
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 proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have 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 ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpire, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the nN Corapn
truss in conformance with ANSI 1, orfor handling, shipping,, Installation and bracin4of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional emmneering responsibilitty� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
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WYA aooJE .-I. 4x2 (2)
x a]DJg .-I, bx2 (1)
x aDOJg .-I, bxI (I)
uu r = +-A W — —j p,ea•JlJuj ^llwl+—d +LlUlaH uvaW ,Sl 'Paaus PUTA \'law 021 :J❑
001I = �z)1 'Q aunsodx3 'pasopu3 '}y61aH uvaW ,S1 'paadS pulA Ndw ObT IJO
00'T = �z>l 18 aunsodx3 'pas0lou3 A11D14.JDd '4.146laH uvaW ,Sl 'paadS pulM ydw ObT JO
00'T = a-z?I `S ainsodx3 'pasoIau3 '�-g6iaH ubaW ,SI 'paadS puiM qdw 09I 19T-L :]3sv
1!'o4-aq 4-uawaDjo juia�j pn4-S alcl oD
'T
Relnfol
Memb
Go.
Tr
Gable Detail
For Let -in Verticals
Gable Truss Plate Sizes
pproprlate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
,te that covers the total area of
lapped plates to span the web,
en 2*2X4
*,-2
vrovtde connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nallsn
10d Common (0,148'x 3',min) Nalls at 4' o,c, plus
(4) nails In the top and bottom chords. -
Toenalled Nalls-
10d Common (0.148'x3',min) Toenails at 4' o,c, plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 W 6QiQ/
S11530ENC100118, S12030ENC100118, S14030ENC 30 100118,,714P
518030ENC100118, 520030ENC100118, S20030 01 �* Qj' Da0
¢
See appropriate Alpine gable detail for maxlr a �r 2� ,r8grt�
'T' Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
eb Length Increase w/ . °T' Brace
Examples
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30
2x6
20
"DIFO2TANT.x FT AVM TARNBIG" READ AND inOALLLCOCONMC� � M TTW MSTAU-M VM Q U. dV0 I REF LET -IN VERT
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Ref " DATE Ol/02/2018
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s
practices prior to performing these functions. Installers shall provide temporary brndng pe BCSL w ."'.
unless noted otherwise, top chord shatt have property attached structurnt sheathing and bo m cho �'� o = DRWG GBLLETIN0118
shall have a properly attached rigid ceiling. Locations shown foh permanent lateral restraint f s ® 1�1..
shall have bracing Installed per BCSI sections 33, B7 or P10, as appllcable. Apply plates to ea�
A PI of truss and position as shown above and on the Joint Details, unless noted otherwise, aM�
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Meting Components Group Inc shalt not be responsible for any deviatio r ®®ems„ , Dees
this drawing, any failure to build the truss In conformance with ANSLTPI 1, or for handling, shipping �s e.®++o.°� MAX, T❑T, LD, 60 PSF
AN ITW COMPANY Installatlon & bracing of trusses. �`+
\ \ 514\Earth\ Cit \ Expressway e A seat an this drawing ar cover page listing this drawing, Indicates acceptance of professlorat f
v y ngineering responsibility solely for the design shown, the sultnb&Ity ¢.M use of this drawing � i �� /10/2021 DUR, FAC, ANY
\\Suile\242 for any structure Is the responsHNlity of the IhAdklg Designer per ANSI/TPI 1 Sec2. �dp{pnItblt
\\ Eanh\ City,% MO\ 63045 For more Information see this Job's general notes page and these web sitesr s
ALPINE, w.w.nlptneltw,coni TPIi www.tpinst.orgl SBCAi www.sbcindustry.orgi ICC, w.w.lccsafe.org MAX, SPACING 24,0
Valley tetail - 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,
�K3`K Attach each valley to every supporting truss with)
535# connection or
with
(1)
Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph,
30'
Mean
Height, Part, Enc,
Building, Exp, C, Wind
TC
DL=5
psf, Kzt = 1.00
Or
ASCE 7-16 160 mph,
30'
Mean
Height, Part, Enc,
Building, .Exp, D, Wind
TC
DL=5
psf, Kzt = 1,00
Bottom chord may be square or pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
����X4
12 Max,
2X4
1., 8-0-0 max
4X4
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing,
Unless specified otherwise on
engineer's sealed design, for vertical
valley webs taller
than 7-9'
apply 2x4 'To
reinforcement, 80% length of
web, same species
and grade
or better, attached with 10d box
(0,128' x 3,0') nails
at 6' o,c,
In lieu of 'T'
reinforcement, 2x4 Continuous
Lateral Restraint
applied at
mid -length of
web is permitted with diagonal
bracing as shown in
DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with)
properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
Pitched out
Bottom Chord
Valley
2X4
Valle
Spacing
Square Cut Stubbed Valley
Bottom Chord End Detail
Valley
WWARHamo READ Arm POLLnv ALL NMS ON TIRS DRAVINCd
■■nwuzTANT FURIfV TM DRAWING Ta ALL CQlTRACT= INCLUDING THE INSTALLERS,
Trusses require extreme care in fabricating, handling. shipping, Installing and bracing. Refer
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for f
practices prior to performing these functions. Installers shall provide temporary bracing per L
Unless noted otherwise, top chord shall have properly attached structural sheathing and bott cF
shall have a properly attached rigid calling. Locations shown for permanent lateral restraint o w%
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eachSaf
of truss and position as shown above and on the Joint Details, unless noted otherwise. ✓
LP,N
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation i
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY Installation R bracing of trusses.
1 \ 614\ Earth1 Cil \ Expressway A seal on this drawing or cover page Usti g this drawing, kx6cates acceptance of professional
Y P y engineering responsBi0.lty, solely for the design sham The suitability and use of this drawling
\\Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2.
\ \ Earth\ City,\ MO\ 63046 For more Information see this Job's general notes page and these web sites,
ALPINE) wwwalpineitw.comi TPIi www.tpinst.orgi SBCA, www.sbcindustryorgi ICCi wwwlccsafearg
Q �6igtftC'E4�E4@s�9y
�,i pE$ow®aoae
LL 30
TC DL 20
16T 0R �z BC DL 10
®
�(e BC LL 0
TOT, LD, 60
w��®rrffgqa1ap�a
i'1
4X4
❑Ptional Hip
Joint Detail
T u e
2 ' O, ,
Partial Framing
Plan
0 40PSF REF VALLEY DETAI
5 7 PSF DATE 01/26/2018
0 10 PSF DRWG VAL180160118
0 � 0 PSF
5957PSF
10/2021 DUR,FAC,1.25/1.331.151,1'
SPACING 24,0'
Valley Detail -
ASCE 7-16J 30' Mean Height Enclosed Exp, C Kzt=100
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
�" Attach each valley to every supporting truss with:
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1.00, Max, Wind Speed based on
supporting truss material at connection location:
170 mph for SP (G = 0,55, min,),
155 mph for DF-L (G = 0,50, min,), or
120 mph for HF & SPF (G = 0,42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses,
Bottom chord of valley trusses may be square or
pitched cut as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max, I
2X4 X4
8-0-0 max
4X4
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with:
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-01,
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
oe-nailed Valley
12
`\� 10 Max,
X4 9
1 SQ�t�,yttnri
20-0-0 (++) Wi
Supporting trusses at 24' o,c, maximum spacing,
ell
11
2X4
Stubbed Valley
End Detail
0
4X4
❑Ptional Hip
Joint Detail
n u e
�2TJ
o, ,
`,,Common TH usses _
`•., f,-1 at 24' o.c.
Partial Framing
Plan
"VAl3MUS READ Arm FI11DV ALL MIES [IN THTIS MAVMG ® Q. V0 i TD ALL wNTRA KwIlemTLL 30 30 40PSF REF VALLEY DETAIL
ANTm FumsH THIS DRAVDJG CTm INCLUDING THE iNSTALLER a
Trusses require extreme core In fabricating, handling, shipping, Installing and bracing. Re n - TC DL 20 15 7 PSF DATE O1/26/2018
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) e •
practices prior to performing these functions. Installers shall provide temporary brncing HCSLo e
Unless noted otherwise, top chord shall have properly attached structural sheQ,.ng and I ton ch d A°�` a = BC DL 10 10 10 PSF DRWG VALTN160118
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restroln of b' �°"i ® *,-
shalt
have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to a °e�' h eb
of truss and position ns shorn above and on the Joint Details, unless naked otherwise. a a �0 `g® j,"W`'=% BC LL 0 0 0 PSF
A PI Refer to divisigs 1f IT For standard pints positions. t `��Jd
Alpine, n division of ITv Building Components Group Inc shall not be responsible for any devlotl f ®®®ww • sa®��$ TOT. LD, 60 55 57PSF
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippl �mw�e gap•
AN ITW COMPANY Installation 6 bracing of trusses.
A seal on this drawing or cover page Usting th s drawing, Indicates acceptance of professional
5 \ 514\ Earth\ City\ Expressway englneeNng respons4ilgty solely for the design sham The suitability and use of this drawing j E4'�4 /10/2021
\\suite\242 for onY structure Ls the responsmlllty of the Building Designer per ANSI/TPI 1 Sec2 DUR.FAC,1,25/1.33 L15 1.15
\\Earth\City,\MO\63045 For more Information see thls ,Job's general notes page and these web sites SPACING 24,0'
ALPINE wwr.alpineitw.comi TPB vr.tpinst,orgi SHCAi w—sbdndustry.orgi ICCi wwwlccsafearg
R
BC
t/2
O1
VALLEY FRAMING & BRACING DETAIL
Lumber Size and Grade-Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this Is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a,
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gored between rows.
7YO
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
5 16d 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
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
%' "" u"" h 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min, is required for cripples 5'.0" to 10'-0" Iong
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 wf '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. He
v
(A) I (B)")
, WAANDJG a WAB NO FULUM ALL halts SIN 71eS M n?AVManvhtr;i
N-DfMWTB FURKSR T• LL 20 30 40 54 REF VALLEY FRAMING
IC IN6 ALL CONTI=n D4tt1IDD4c ne DWOILLERS = _ * C
Trusses mqL*-e .,,woe yore In fab,iatti,. ho &hNb sNpphe, Nrtntift GM b—Irlo ' Refer. DL 10 20 7 7 DATE 10/O1 /14
follow the latest edtlen of BCSI Uk&clrp Con<ment Safety fnfornatlen, by TPI and SYG) for enf • •
ndkes pear to PerfarNne these functlorm Installers shall provide tenporory brndnp per B STATE OF _
bless rated othwerwke, top chard .halt have properly attached •truct—t shoat, v aM. botto• • Q. �C DL 0 0 0 0 DRWG VACNV1801015
shall have a properly attadrd r1 ld cal o Locatlons shown far perronent lateral restrnht of •
d LP n� shall have bmcft hstolled per BCSI sect6m R3, 37 or B10, as npplkobte. Appl plates to each Pa •
o of tr iss aM position nw shown above aM on ,>,e Join+ Details, voles. nat�,. a�,er.ISe. ®R IOP'• • ��
V Refer to dmwwVw 16M-z for st—d—d plate po:Nlarm �. •• .• C LL 0 0 0 0
AlpYx, n oMslcn of ITV Bulking Components Gr 9 Inc shall rot be respora6le for any devhtlorl iron p ••••a„eeee•• \ r�
AN nW COMPANY this a aww, my falh to baled the truss h confwnance with ANSI/TF1 1, w for honcho, sh pphy • V G c TOT. LD.30 50 47 61
hsWllotbn i brochp of trusses.
A seat an this dmwp or cover pope U the this drow,p, hdoates acceptance of proFesdoral SAI E
133B9 Lakefront Drive f°' my "`twRIER0 �y''�P°"�"'t1' � "� °vim"' ��I' � this �� %ItatttDUR. FAC. 1.25/1.15
Earth City, MO 63045 For rare hfornatlon wee this Jobs penewt Mtes Ppanpe oM these web sites,Jccs* �1011
— SPACING SEE ABOVE
AIPD� malpMltwconl TPB www.tphsRorpl SBdb wn.rtdndustryo-pl TCQ ml[csafeerp