HomeMy WebLinkAboutTruss14'-0' 1.14 4'-4" 21'-4"
39'-8'
Total Truss Quantity = 57
REFER TO 15
PAC( FOR
CONNECTION.
.1
TYPICAL 7' SETBA
CORNERSET LABEI
AND SPACING
Coff..'..`++ •�+� $T
SHINGLE RO
6
ro-
A,
HEELS-3/ —
_--�10
PLUMB C
f-
PUch.q-eA Ahna-u"'on
f:::V LtL &iLo n (-71 ®r--
Labeled End Mark
TIDS IS A TOM PL.ACEIFIff PUN LTS VITEMMD TD Am IN TLE DISMIATM IT TR=& ENOCEERE1) MW DTAVDa:S TNLS analm.
EM rS W RAN DE CaQi1QaN TRUSS ESU DamAm PARA AWW EN LA DWALACIAN DE YR =E& LDS Mmum2 Y ARaDTECTtiWLt >E DCtNIFAlA nE DMA SIFEDAN EVE MOLTAE!
aa�r m mmsrmL
Au nos a1Pu a rAstelm T�l1aA mis, IMaa. Mm ut aos.Vs
1p— — - ALTea Teutas v[ilmr taaeaNNr 1r LTas tnt¢ rot
W®yoi 1m = ViT1aaR araal OI ar
I
rCto
aTArmm VALLa Nm t A1mMAr ®m TD tmaQT M 1D11Q
mUPPLI® MTV pEk-- MIT' lMaf ACC APPLIm P01 TK
T CAW OF =kmvAL
AT dlWatIITR D•fIRAC160f ti ANDa<A, Da:
>� M TFA= ME IN N mmFA' M A� 10P � Ma p
�mh=i R Vlr N0.Ta'1a
Tars W CAPAs DDa A9M JMTAs QAV0 r
A, Ia _ _ m cu S =A M
T®Aa 1AS rM®m aaRlmna Taral TDi 2= a yl A yJC113ll[
ra:Vu rot -w-
AQPTtu
LILVAR 1As ealrAa aaAsrn rw to Taal o mass. r T�L
AN1[a Q u 116rAtA4tl1 r INtTs ARdM aalailDl rwmA eaa L.La
16Na Q aae'J�� BAmafRtAaV.
mo
aESi om ffi M GWSNIFA mlrR�tima a'
W
�WI�LVITAR. gy m MIIFI ai rlE Ldt ma43 ¢
rQt�
IN
General Notes
1) t111mm, not tltmea and Bat
9Ydara tiara tls taP 6 P 9�
2) t � to gtgooi N.W OAm7 o�lalatm
3) All bm opoft Is 24' O.C. udmt oftnAgi
alm
4) Pr Tnea Phm Iin-a BC9-81 Inalvmda8m
pmmmst X-hlvLly dwA is pbod at a
rtwlnAan apacilp 15 O.C. aoom the am to
mm tft shicbm bedam aarA
R. fo 8SI-81 for mW adMand koft
MdL
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL — 7 PSF
BCLL = ' PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE= 160
ENCLOSED
BLDG EXPOSURE = C
USAGE —RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED, ON= 9.2 PSF
DESIGN CRITERIA
FHC 2020
TPI 2014
Tmss mvmrbcr desiym & eonoeetor plates
a. d.i�ncd for ASCE 7-16 and maximum
forces from both components and claddings
and main wind force resisting systems.
• These t—,,'. have been wed to carry an
additional 109 psfnon-concurivat bottom churl live
I
oad.
FLOOR LOADING SCHEDU
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL REACTIONS AND TIPLIM
ARE SHOWN ON ENGINEERING
00- PALL KEY
08-8-
® 0
DESCRB7nON IN1r. DATE
anls ara NIV Aa m �a
ra t SAP" m Wn m arum
aaa m c m liana
Im tm m 1rw 1ev vom -Tart 7;rArN
a= 1a 1av cream
am ts7 1wr anm
mn m am 11 A
1m mraadammLm mVmmc an Cram
m rla® IraN. aaST.IDI lAR®
LAAD% mscm'nON INIT. DATE
a® 11f Aa lna/Y
Cam W. m A[mMfDa .Cal mans
lam rarAtt2 armor Tart 7nim
arm LCA .1n1 ' wuim
®CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. K V.
WINTER HAVEN FL13RIDA 33880
PH13NE,(800) 959-8806
FAXI (863) 294-2488
BUILDER D.R. HOR DN �E
PROJECTCR03ME
MODEL 1828/CALL/4EBB/
CCA PROJ/MODEL/ALT
7A5/ 320A82EC.9
ALT DESC s
OTC 3412 TRINITY CIR
LOT 31� BLOCK
DESIGNER
PAGE
RES
1
3 17
ANN334496R
SCALE##30
1/4 "=1'
No
14'-0" 14 4'-4" 21'-4"
39'—a"
Total Truss Quantity = 57
REFER TO
PAaC FOR
CWNEanoN.
I
2•-tl'
TYPICAL 7' SETBA
CORNERSET LABEL
AND SPACING
"L A<v-Uo
SHINGLE RO
EED-3/ 6
2X4
H- -
-INIO
PLUMB C
f-
Labeled End Mark
THIS IS A TR= PIACOGM PWL ITS DnEKM TO Am IN THE DMTAUATMN OF TAlIaES. EMMNEEF ➢ TRM DRAWRGS AIQI
CM ES fN PLAN DE CUL=#M N TRUSS ESTA DMIAaa PARA AM M EN IA DWN ACEdW IE 7RUSSE7. LDS LIMAS Y ARQDTECIIRAS
ARgaT¢nAue.s •"�� TM BMWID(r.
DE D[ANDIt1A DE DGENDWA SAFENAN ESTE DRTK!
.p u�y naMi ,aTSTmL
ALL RaS AI/CL ! rARDm T�DQ1 mR• MADE. Alm a rosva
mi yr .aR rR ALTO Tea= VITIwr m.Ta.r W Min s BACK
oM1aFi r 1m ! AO�Tm vtauD laml vADld AArImVAI R
NDo
AS�OMTFLY RSmf9 1D CM&f M lBAaf
'� )Fi11a1a VALLi AIRT lTVD",
Ird EaTSUPPM fleal am��, SHMMi� AM lG0 A! A10.1m PG. M
aQ Rt1ANT AT CIdaVDFA [aRRAaI[elf 6 AlRaml, ae:
ENT IC TWO AIS AET al m�71''�a A11[Dl! MO d
.mmOa6N
¢ VmA MTalR
TUM IAS CAPAE m161 A�IDA7 ANTAE m V= T
�.E .a /LTOS lR maze m1 LL m®1mmaAm ! ASrA
l�mAyE LAs PAfSAf ! A®N®ap �A sEa aS1AAA7 AffiEN➢/ MI
S �rARh aAA� MIIEIaDa3' ml N1i�100. flSVA1 fQi EIIR[70
IFA I1LYAa lA7 C//diA= AgRirA: {W IDA TRH a ,AIDIL T ®1
AVIC ¢ u TAsrAtAmm Y AMO ! AGl1rM OYLYI®i aMM PaR IAA
16W ! 1®�aA YAmDEa4aAL
�A�C a71�4T1�91W¢ gAV� al C/NS111EA R
�AR� �T-nopaEi ¢ YE lDi TRU7D3 SE
F.-K.—On
I■
General Notes
1) M pmdd dtud 4uaea. Ikt trleza ad flat
t. be WIW
hma tlr h4 fa J P 9�
2) Aa hM. to 91IIp0a. MIaE .Ai1a9 OUN
.toted.
8) Al trim opeciq b 24' MC. uim aft
4) PtA
w Ti Plate htehllb BCS"I -=,in dog.
peTmanaR X-bach dWA be pkad at a
moAimm Woft 15 O.C. amoa the apse, to
be reDeo, at a mminua nf Or hndes oh
X-11— Ift- tM Ptmcbm
Pleas War to 9C9"1 far any addMad haft
dvWk
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL = 7 PSF
BCLL = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION 1.25 %
WIND SPD/TYPE 160
ENCLOSED
BLDG EXPOSURE - C
USAGE a RESIDENTIAL CAT D
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Tmss member design & connector plates
ate d.irmd for ASCE 7-la and maxim m
farces from both components. and claddings
and main wind force misting systems.
• These tmsses have been , i—d to carry an
additional 10P pafmmco intent bottom ebonl live
load.
FLOOR LOADING SCHEDU
TCLL = PSF
L
L = PSFL = PSFAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL REACTIONS AND UPLIFTS
ARE SHORN ON ENGINEERING
WALL KEY
® 0
DESCRIMON Mr. DATE
una I toe . A ..vA enure
AAct asr s im .nA vain 1W aanA
= na C —1 7MI14
.m tar mane
AIDl Lc art a 14
NZIM = aD anm
Ara La W MAIN
Nm anam mammuTm7ssa .va W
.a .xTao ct¢v. T1RL10 1A¢ AaP
LOAD/ DESCWP110N INTT. DATE
tin tss .R VwnA
.,.aa lv..v AOmaraa .w1 mate
as AnAEL Pon= W 7nne
.� IM .m1 onus
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE rr. tL V.
VINTER HAVEN FLURIDA 33880
PHONE. C80W 959-8806
FAX, (863) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECTCREEFI9IDE
MODEL 1828/CATS/4EBB
CCA PROJ/MODEL/ALT
7A5/ 320/182EC,E
ALT DESC
OTC 3412 TRINITY CDR
LOT 31 BLOCK
DESIGNER
PAGE
RES
1
3 30 17
§334496R
1 4 "=1'
Builder:
Project:
ENGINEERING PACKAGE
)R HORTON /STATEWIDE
7A5/320 CREEKS IDE
Model/Building: 182EC,E
Lot Alt:
Lot: � 31
Address:
.... ..... ........... _... ............. ........ _................................ _....................................
JobNumber: 1\1334496
.........................................................................................I................
Revision Date:
Block: � Unit:
New Load #: 111101
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934. .
ti
ALFINE
March 1.3'.20.10 ANUWCOMPAW
Mir.. Bob: Michaelis
Carpenter C0.htractors of America„ -lhG_
-mp Avenue G, Northwest - ' - - Winter H6V6h,.:FL 33880-6201
Re: Alternative: �iistallations.for. a single Ply carried truss with a width less than the -hanger width,and..
wbod..blobking,to p'chipv6 full design lop ' Value. far fice-rnciuhto.d.'hanuer-aftac'hibEint 66-a- one . py
d
.supporting girder irder'(Refet6ndd d6tall WA37-02)...
Dear Bob,:
.For "a §ihglia ply carried truss with 'a width 16§t than'the'ha'nigee. width -.you*'. can. install,a. prefabricated jack
scab .truss: (?`)-for Wood'.filler blocking:; The, chord . si,'-,es,-.:.c . hord.gradies, and . A - 1pinE�c6nn6bt . or pl s) , to
be -the". samei at the single: (*):Will hav6 p1--camed truss. The prefabricated �;-a..minimum
.-.y jack cab
.length of 4W and WitI .have a mimmumpich.:of,5112.. The single ply.carrie cpssshall havo-areaction of
3,500# or les$. Attach prefEibdcatod.jac'K:scab:truss. witil two. (2) toWs.'of 0.1 2B."Aff.' Gun Nails pt.*2'
-OC per-rbW,-stagger6d, e6l-bdl'6*).Pliia§6-.t&f&t-tbthe SiMr)sonStrona: Tie Catalog C-C',.
Fi 'ure:'116r r - ati
201:0;. page g.. m.Pr.e 1.06 rn on..,
Figure-1
Fora sing.16- ply:-gitd6r'thpt requires Wood 'blocking to,cldhiOmfUll desJgm lo.ad.Valub for face -mounted
'hangers -attach one
ne wood- block 11 to the back. face of .. h
:attach ... I I.......... .. : �t -'-' . th.esi.ngj.e::plyg�.rdi�r.w.i.t. the�aMesitaand
deade-.68'thei bottom. dhbtd, Of the. single. -ply girder. The wood block kertg.th to be such that1he"W66d
blocking. extends to each a�jacent- panel poihts:(Webt.afid b6ttorn chord intersections):; Attach
wood
row, �tpggpfed e blo(jk: With two. 'Per. 3. 0" applied to. the
wwmalpineitwxom
ALPINE
",4"COWAW
single plygirderface; with pn additiona(l (20) 0,1.2Wx3'.O'!'Qun'*.N iails :each
panel p.pj'nf appfiedlothe,
wdod. blodk-fabe (.Seengueb'2 4b . I : OW ' .)..PleOs6 refer to the._SirbP.�6h.9trohg-Tie:C6taIog C*.G-'.'20.1'9j
-page 216,. Fig.u"ro.1for thora': iriftiftnati6h.
The application of-pidf6b�id'atedjack 'scab tt'u',§sfor -Wb.odfilidr'blocki*ng':or wood blocking 16;achieve full.
design load *Value for faceF-mqunt e'd hangers. Must be approved by the. hardware m4nufaciu'rer..
Ail edge -and end: distances, and-tpa6ihO'f'dr'all 'nail connections mdst.be sufficient to*peeV6ht.,tplitti*hg of
'Wood.
If I can.be. of any further.assistance,-or if you have anyquestio.n.s. Dleasqgiye me acall_
:William H.. Krick- .P.E...
'Chief Enginieer,
Alpine -an IT W* Company
Engineering
I .
Orlandoi FL
STATE (IF
6750'F6'riu'M` - DrW&.- Su- ita'306'Ordah d6, Fl, $2821 - (800).521 790 - (863) 422- - 8685
wwyv( a i P j h.O1t.vv.,qb rh
ALPINE
M"Cowftw
Apni 26,2019
Mr. Bob Michaelis
Carpenter Cotitraidtori§.of.At.nerida, Inc.
-3900 Avenue 0; NoOwest
Wintet Hav6n, FL 33880-620T
Dea.r. Bob,.
.M Strdn'Oback bdd.gihg.6h fbbf.tru"et.
I understand -there is -some. concern -over our recommendations f6rstrbhgback bridging ' on roof
trusses:
'Strongback bridging for ro6f-irusses is not.a -requirement o :ANSI-TPI 2914 nor fSi.t.. a re uirement:.of-the
Building Component SafetyInformation .(BCSI), But stroigback bridgihgtbrY roofArusses itMOOmm-po.dad,.�y Carpenter Cohttadbt�p..-Ap _Str_ongbadk bridging sev eJollpying two.
functions:'
One, bridging aligns the- bottom -chords after they: pre- set ,so.. they are uniform along the ceiling
ing-
line and h Os-with:ic`eiliI* ' serviceability
T.woj bridging reduces e6fativd deflection of. adjabeht.IfUss6s:,
Strongback bridg'ing'.doe's n1not'T'reVent-pr reduce overall indiVidual deflection, especially any roof trusses,
.... .. .. ....... ........ ._Affe-t' -Mpqre an 1/49 inch. . ........ . ... ......... .. ....... .... ........ .. ......... ..
Si ra bracing rongOpqX- 0009.i.pg in roof. trusses doe's not serve lerhob ry.. "o e p6fta`ni6ht: b cihg .and is not
.Ihten 'd Consequently, , -no design loadhav
e` td.di,§tribUtb. or design loads; between trusses. Consequ t
been accounted for -With this. detWl and_- cbhfftbds- Mrohqback.bMdgihg shdijld` not :be :attached between -
common and girder 'trusses-. The, use :of stroogbapR bridging sfi6fl n.pt.Interfere With other- design
considerations as specified:bythe Engihebr.of Record or the Building: Designer.
The outer ehds'ofihI6 strongback
! . )-apk. bridging shall be to awall or anpthor:ecure end. restraint;
t -or
asspecified'bY the Engineer f of Record 'dr*.thd BUildino.136sijhdr..
Sfr6n''g*b'ack-bridging shall. bL-:i3.minimum :of 2X6nominal lumber. oriented -with '*th',edepth vo.ft;ica["..Attach
with (3) 1:6.d ..Common nails (0.16TX15") nafi.§ at. each intersecting thembet. VVhe.n -extending the
st 00 the
rongbaek bridging overlap by Af. aminirripm -of two trusses. The Joca�iop: of j r gbac bridging:
maybe be: specified:by'the- Truss Mahulfttd.tuter, Ebbih'e&r* of , R6dord, . or Building Designer: -Please" rafde-to
bC:S! purpose "Strangbackih,-Q.'Provisions" orto.Alpine.... STRgk-18.R.1.014 detail for more. information. The. graphid'
-khoWh,(FidUr"e-..I)is�f6r,.g.eni.aricjlloi§trdtive i only.
6750 F.6rum Drive:S . uite 305, Orl6ndo, FL.3282-11- (800) 5214790:- (863)422-8685
_L L. kAll . I
OLI.S, _Nat
Figure''(..
If I .can bd of MY further GissWaOW orifyou have: any questions; please give.
me a call..
William:H_Kdck- KE''.
phief . Engkipppr
Atpirje an ITW_:CoMpany
EnginP.enng'Departmen
t
-()eldn.do-,- FL. V82.1.
6760 - Forum Drive Sbite.-365, Qrlanid6; FL 32821* -; (8001.521 - -9790* - (863).422-:8685'
www',alpinje) -.0dal
w
STRON63ACK4kIDGING RECOMMENDATIONS
i :0-All
scab -:on blocks shalL.be;. a rqinlmum_*2' 4'
BUTT STRONGBACK,'
BRIDGING TOGETHER
'stress,gro;qecl Iumb
aw-All str-ongback JorldgEng and bracing shall ,be :a.
is
minihmo 2x6 'stress..' *9!,q.e JVHbej;..,!
P-Ine owwse of sirondb.ack brld6lhgls, t
ATTACH SCAB
WITH'I0d;BDVGU1N,.
-develop load sharing sho:*rfng 4etween1ndK(IdL`1d( trusses.,
:41 NAILSV;a
SCAB, D.C.•
ROWS AT'
!�.0
retlng In an overallIhCr&6.!EKe In --th'?
NOTES :IN LIEU OF- SPLICING. AS: SHOWN,
ess.:8f-- floor System. -2x6'
LAP*%TRONGDACK--9RIDGIN6 MEMBERS
FlIkAT'LEAST 014ETRUSS:ISPACING
strop back bHdgtng[, Po'_4I.tIoh6d. ds. -.showii In
'D.C.
STRI3NGBACK'RR1DGING::SPLICE DETAIL
details,Is recommended at 10' =0` Kmaxl>
NOTE, Details j and 2.-ar,01 thO :pi'pfzrr�-�? 6ttac� d
. .. .. . ... .: . .
hrieh't mo-thdid
10—The t*erms- 'b'ribl* I d :lb*-'-,
. . I, .. . .. . gin` n t ad g :are omeilmes
ATTACH .
.WEB jDACK
i
-
ml*stakenly �usecl:':Int r e changieabl�.. "Tt
:(0X48;k3').- NAICS'OR
Impqr.#�Kt structural t,�equlretnent- of Any. flbbt�
'io'--
M* IQ WXIGUN
28!xaM NAILS
or roof' -System, ke'�el_' �hg: Ti-uss. D*eqlgh
I)rq;*Ing (T-DD). for rkquW,.'&m1ent s for
each Ihd1VIoIC4a( truss component, 'Bridging;'
o
particularly`strongback.`brldglng' :is 6:
ecc
r 'immehdatldh F truss system to, help
for a a
control ..vibration. In: additioh� to adding., In the:
distHhUtIon of point' toadsIpOtWeie adjacent
.
�truss, - st-rongbac k bridging servesreduce
STRONG'Wk BROD"'O"ING. ATTACAMLN'T ALTERNATIVES
AN rrWCOMRWY
lipba Ddva
W&a,M063043-
bounce. Or resIqUalv_i ra. lop. resulting: frD
movingpoint i0qosi:5uch as footsteps.
The. Perfor*mance. of all . fl
oor �systems -are.
enhance d'by.'th*e. Iristallatlon of -str6hgback.
lorIdglhb and therefore :Is. strongly recommended
by Alpine,
For jaackionat Infok-matiorl ixebut-�CIft -str.ongba C.k
b*,1016ing, refer toBCSI (Bu'IldIA* Component
Q omponent
S60-ity, Information).
LL:
PSF i
:DL
:PSF
PSF I
r
?VF-
YU).
PSF
Na.T 'IF' 0*4CETS �IF :�i��s'����� xa � ��:������. w>✓z�t'R��r�; MORE
BE RLAC�,U-pFE F'l��pf�. �`A11S5'�.�,. �Ht�l- -INa
tmIt
Wl-V
Ac tXi�Er' ;4.'ta' i 1 �JQi"� t Af;'�;•. S S .� ::' :'-P
k -PvMPut °C VEi ,lq F 5"0 ov' A
t T'.5t SZt_ ' 4
P AQRFIT 'E* -PLAM.8 AND.
r< Ddin�.e:a1.4�1'.:'s'�o ti• i{b' ... .: " ` OT.91- .1-KRM- 5�t4., �tATL�i�t_
3' ' Q.,..It'>CSTIX-LL *16 : Et}• k�Mti'll:: 1'NSS
tp?Ll ia`
�ar �S3lM. ud, ~°�:� sC�'S ��� Atif
:: : rn.
i-".
OF
J. . ,..
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a,n�n:on .IIRI,^+
A.
CLE. PA
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I
a y:.
ram- den.
, !: •`k i
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,
•t+.il -' r..•:i • i=1 r—t ¢s::i: C� � '
:JTiTi .•.v`JPII{l"L'}.lyi" HS•.tNY•F!=... ... ..... ..'pqWDED SHORING
I A a a
Sv XVW Xt,2 9NI6ddS
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1sa;Is q•l arak} Fuv +Oid ra}ou IvaauaE s,9ol• +14L aas ug4°wuoJul a,rou .�oJ enYOtuogaye�BBEEt
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OuI,v�P •NL !o ,sn Fu• ,cLnA°LPo ayl vA°V+ uq•+P attL .wJ 6iq°• i(HlWawd:+•a aY+•�fi�•
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.I 7oss,!!M} M Eupe 7 ugLbUO}!N
,etgddl4s '0 pu°V .nJ - 't !dl/15HY �s♦s aauvu.+o uoa y ssn q. +4t d'��[ ALinjol Aut la,v cip •14> At• Y Mo3 /JUl NY
i uq}vIAap Au° .10j a19isuodcai aq;c na4s Maui o.+o s}uau°dwoo lgNP +'•Idiv
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Lumber Size and .G - radeAlnuma'm Requiromignts
ii,dya boa" 4x.'(,(Tnj�))a
k%u 'J' 6" , time
Purnns bf*' 611W.I.
tSiampar"
��P�A:aftd 1X0414,
-c�-rtnpj int fr-'P;AA4L1_EL- Td VALLEY RAFTER -4 r
R)Cfd.F-
BOARD
axis)
,/Z Holgfiv-
01 vakifty
4:
.(yifwr4
SEAM,AVERY TIOPA
RAT-TeRS -
11
.Spans Yiiistdnce,belween'heaT�?;d0:0.: •.or less
-Max[mu(n helgW 3.0-feet
.Or A'.Mqx um-cfASCf-7-10,X1@mp.h;9ndlokd, Exp X%t 1.0
I AH
i 4171.0-61
` i,-tc's
MAk LSX
F 7 �
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I
by:oih—)
or p!,Mrnqn-jju,,;,_ .1
ftarr w. eye of -k`atf'.Mc6 eld&Wkafter,
�iet6ng.i��.lhafro.p,er,numtier'gf. nails are
n9eilft bjg414ujaej rafter lf'sloopemare.not used,.
-Instalf. blVip'.4,ng 'URtiar P.. t.e:s V"(;�;i6wxalf k4t�a':en-
NDS �equlremcr%is;
, A-0
or
TRV , �S-
TRUSS UNDER VALLEY -FRAMiNG
:4. VALL6 RAFTEP-OR RIDGE
cm 'I'dFUISOLt
+CrJpPleb,4?-01!'1dr+.3d psf j7l�'gqicl -26 Of (.TDJ Max.
i." qi ipp eg(oh rot W!%ft'ft%j f0m vdI tht inysbr-sleepers
are
-0 O.O.
ai&.
ills
naIR
bte-nalls
alfs
M
halls
(Aus..eagh slae�erjk�russ
-ndlls
n0i Is.
04
fniiii
1101�
nails.
4
420tod,
de
3. Cilooje:tcowi4 "4'16dltoe*
i�athing
4.
sleepers- 416dtoe-
-Swepdt W-Utui, 4*16dtd&
T.wd*.-UR,$14dWe.1h!teb 0 3 260 W&
6. FUd9e:bohrd5. tu-r.00f bldck 4 160 toe
fo.tr.Os- 4 16d. td;�--
S. .-Fruilld to (TYRI- 3j6.4t6a
..4. : Trixe.to, 6164kwLi 4'16d,toe-
10. ' Tru3wtd;'q1Ppli. WA440 V - -rrass to tq�10.1e.
;.ARE USED)
.13. 4 36d'toil-
NOTEI-11600AGe.4-41 COMM(W NAILS
io.
[04 iil,.'
0 74 * , '. ,
1 Ofq
b....0 ke.i qnglh,
TAT I
TC DL- It
-lie ft 0
BC..Li, 0
'T(JT. 1D.130
80 40 54
ZO 7 '?
.0 0 0
.0 0. 0
50 4.7 61
P,17,P 'Vklllv
DATA:' 10/Ql/,
DRWG MCO
Face -Mount Hangers - I -Joists, Glulam and SCL
......_.-....-........ ..... _..._...._.._..._..... ..................... --.._............_....---------......__........-----'-'--...--'--............ ---.................... _......... __.............._... _....... _......................... ........................
ID These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
I
E.,
Actual
Joist_
Model
Carried
Member
(_r Dimensions
(In )�:
on. /
Fasteners'
�;(in)
Allowable Loads
<
Code
DFISP `:
SPF/HF
Sae
No
E `
y Web
;.-
Max
Species Header
Species Header
��w
Ref.'
c�
Stiff
= Regd
,W,
Hi ,-
j `.
B �
Face
Joist
`
Uplift
Floor'
Snow
'Roof,
°Floor
Snow
_
Reof
i
(160)
(00)"J115};.
{125)
(100)
;"(115}
(125)
IUS2.56/16
-
25/e
16
2
Min.
(14) 0.148 x 3
-
70
1,660
1,805
1,805
1,425
1,555
1,oa:,
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805
1,555
1,555
1,555
21/2 x 16
MIU2.56/16
0 -
29A6
15316
21h
-
(24) 0.162 x 31/2
1 (2) 0.148 x 11/2
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
0 ✓
2-A6
10112.
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11/z"
970
1,945
2,205
12,375
11,675
11,895
2,045
HU316 / HUC316
• ✓
29Ar
141/a
21h
-
(20) 0.162 x 31/2
(8) 0.148 x 11/2
1,515
2,975
3,360
3,610
2,565
( 2,895
3,110
IBC,
MN2.56/18 .°.
-
� 29/16
-1711 r/a'
21h
'-
(26),0162 x 31/2
" {2) 0:148 x:11/z"'>
230
`3.745
4,045
4 045
3;220
3,480
3,480;
LA
21/z x 18',e
HU316,/ HUG31fi °�
+ "✓
2%
14%8
21h
`=
(20),0,162 x-31h"
(8) 0,148 x 1 h"
1515
2,975
3,360';
3,6,10
2 565
-2;895
3,110
21h x 2D
MIU2.56/20
-
29/ta
197/16
21/2
-
(28) 0.162 x 31/2
(2) 0.148 X 11/2
230
14,030
4,060
4,060
3,465
3,495
3,495
21h x 22
to 26
MIU2:56/20
✓
29/16
19%a;
21h
-
(28) 0162 x 31Iz'
(2) 0148 x 11/z .'
230
4 030
,>
4 060;
i 4 060
'3i ' 6
3,495
3,495
28/t6 x 91/a
to 26
29A6" wide joists use the same hangers as 21h" wide joists and have the same loads.
MIU312/9 "_
3
i 91/6
2'h
`=
" {16� p 162 311?.
(2) 0.148 x 11/z�
230
2,305"
2,615
2,$20�
1 r980
2,245
2,425
3 x 91h
HU210-2 / HUC210-2
• ✓ .:3'/a
813/6: ,
21h
Max.
-{18) 0162 x 3'h<
(10)'0148 x 3 .
7,.5"
2;680"
3,020;
3,250
2,305
2,605
480Q
IBC,
MIU3.12/11
-
31/a
111/a
21h.
-
(20) 0.162 x 31/2
(2) 0.148 x 11/2
230
2,880
3,135
3,135
2,475
2,695
2,695
FL,
3 x 117/s
HU212�"ti1GC212=2"`
"` '
• ...� ..
,
3 /a
a
` 10 /16
2 h
Max:
t
(22) D.162 x 3�
"`"(10)'O:i'48 x 3'"
c
i,79,:
3,275
3,695'
"3,97G'
;r320
3,180"'�;
r
}2,i
_LA-.
HU3 25/12 / HUG3:25(12
_
!
3 Via,'
`„ 113/d
21Iz-
"-=
° (2k)G0162`X3 ;,
(12} 0148 x 3 .%
7 '".
3,570
4 03Q
.4,335:
3 075
3;470�
3,735'
HU3 251161
HUC3:25716
. '.
�, `'
3'la
"-;
131�is
21h'
Min
: (20) 0162 x W/2�
(8) 0148 x 3 _
1,515
2,975
3 360,
3,610
2,560
.2,890
3105'
Max.
(26j'0162x3'Iz
:,(12}" 148x3``.
1,7 5
3r870
4', 65
4,695
3s330
3,755
4,040'
-
31A glulam
'H000210 2 SDS
•' _'
3Ya
9
3
-
{12} 3Ji" x,21fz° SDS
{(!i)1/a x'2?/z"SDS
2,345
1315
4,31
4,a15
3,6010
3,710"
a,71+J
FL
HGUS3.25/10 . ,
•
31/a
i aA ,
4 • ,
:="
; (46) 0162 x 31/i
(1(5) 0162
x_31h' -;
a4,095
9,100,1
9100"9,100,
7,825':7,825,
7,825,
IBC,
HGUS3:25/12
31/4-
' °1051a
4 "
-
(56) 0.162.X 3%s
{20) 0.162
X'31/r `
5,640
9,900
9,40Q
9,900'
8,`085
8,085;
8;085'
FL
;LGU3.25 SDS °
•"
-
3%a"'
8'to 30 .,
41h
-
{16) ffa' x 211z"-SDS
(12}?/a'`"x 21h"..SDS'
5,555
6,720
7,31" `
7u1',?
4,840
7:26W
( 5;265'
HHUS46
-
3%
51/a
3
-
(14) 0.162 is 31/2
(6) 0.162 x 31/2
1,320
2,785
3,155
3,405
2,395
2,715
2,930
31h x 51/a
HGUS46
-
35/e
06
4
-
(20) 0.162 x 31/2
(8) 0.162 x 31/2
2,155
4,360
4,885
5,230
3,750
14,200
4,500
`HUS48 ��
•
: -
'39A6'
. 615511g
-
(6) 0162 X 3'h'
�(6),0 fi62 x31/z
1,320
1,595
1,815
� 1,960'}
1365
1;55511,680'
31h x 71/4
HHUS48
•"
=
35/a
, T1%';
3
`:=
,' (22) 0:162'x 31/2
(8) 0.162 x 31/z °'
,r801
4,210
4,770
5,140.:�
3 61514,095
4,415
THGUS48"
-
35'/a
71A6j
4 ;�-"
'(36)�.162xU2,
.{12}A:1627t31h�13,235
7, 60
7,460-,7460'�6415,-6;415
6,415's
IUS3.56/9.5
-
35/a
91/2
2
-
(10) 0.148 x 3
-
70
1,185
1,345
1,455
11,020
11,160
1,250
MIU3.56/9
-
3%
813/,6
21h
-
(16) 0.162 x 31/2
'(2) 0.148 x 11h
210
2,305
2,615
2,820
1,980
2,245
2,425
U410
✓
31A6
83/a
2
-
(14) 0.162 x 31/2
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
11,965
2,120
HUS410
-
39A6
815/t6
2
-
(8) 0.162 x 31/2
(8) 0.162 x 31/2
2,990
2,125
2,420
2,615
1,820
2,070
2,240
HHUS410
-
135A
9
3
-
(30) 0.162 x 31/2
(10) 0.162 x 31/23,565
5,635
6,380
6,445
4,845
5,486
5,545
31hx9Yz
HU410/HUC410
••✓
s
3 fifi
M.
8 /e
t
2 h
-
,
(36) 0.162 x 3 h
,
(12) 0:162 x 3 h
3,23.,G
7,460
7,460
7,460
6,415
6,415
6,415
HUC0410-SDS
• •
-
39/16
9
3
-
(12)1/4" x 21/z" SDS
(6)1/a" x 21/2" SDS
2,265
4,500
4,500
''.,500
3,240
3,240
3,240
HGUS410
• •
-
35A
911A6
4
-
(46) 0.162 x 31/2
(16) 0.162 x 31/2
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
LGU3.63-SDS
• •
-
3%
8 to 30
41/2
-
(16)1/4" x 21/2" SDS
(12)1/a" x 21/2" SDS
5,555
6,720
16,720
16,720
4,840
4,840
4,840
LA
MGU3.63-SDS
-
3%
91/a to 30
41/2
-
(24)1/4" x 21/2" SDS
(16)1/4" x 21/2" SDS
7,260
9,450
9,450
9,450
6,805
6,805
6,805
IUS3.56/11.88-
-
3lat.,
117/a
2
-
-s (12}`A.148x3 ��
�
1;A20
1;615'
1745�
1�220a1;39C
1;485°
MIU3:56111 -
• -
3§46:,"111%
21/z`°--•
(20)0.162X31/z'
::(2)0,148 x 1-1/2 -
210
2,880
3J 35
,3135
2475E-2,695
2;695i
U414
• •
• ✓ `3/i6�""
_ 70
2 '
1'=
(16)0.162'x31/2
{F)"014$x3F �_
9 ,Q'
2,305"
2;615;,2,
980'2,245
2,425
HHUS410
3 ".
--
' (30) 0.162 x 31/2,
(10) 0:1.62,X
5;635,
6,380
6,445
4845
5,486
5, 45.
HUS412
101h`
2 -
"-.
` "{10) 0162 x 31h"
(16) - k x 31/z :
3 �f >5
2,660
3 025`
3 265
2 275
2,590
2;795'
31/z x 117/a
�HU4127 HUC412
• •
-
391+6
105/6
21/z
Min
' (16Y0.162 X 31h,'
(6} 0148 x 3
1135
2380
2 685�
2 890
2 05012,315
2;490
Max
T (240.162X 314
(10):0148 x 3a
5.
3 275
3 695
,3 970.
2 82Q
3, 80
3 i25
3%
?/'
1/
"ta?(
5
5�HUGQ412-SDS
L�a
"�i�3153E
ia4)1la'x
� 3HGUS412
(20) .x:
0h409
4009,400:18
085
8,085
8,0853
LGU3.63-SDS '
•
-
3$/a
,8 to 30 ,
41/2-
(16)1/a" x 21/2" SDS
(12)1/a," 21h"-SDS''
5,55
6r720`
6,720'
6,720.
4 840
4','840
4;840'
MGU3.63=SDS
• •
-
,35/1,
91/ato 30
91h-
'- .
`{24) ;a" X'2'lz" SOS
(16)"1la" X 2%z' SDS
�7,260
9 A50
'9;459
8,450
�,6z805
6,805
6,805'
HGU3.63 SDS
•
-
3$/a
` 11,to30
41h
-,
(36)1/a" X 21h" SDS
(24)1/a"
9,�r'(
13,)6013,1€it?
1w,16"
`9,4
4, !t
1„ 375
. 46 See footnotes on p.150.
THA/THAC
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features. .
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion 'Information, pp.13-15-.
v Installation:
<v
Ce Use all specified fasteners; see General Notes.
C The following installation methods may be used:
ci
rn Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange. requirements.
F= Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
all --------the-THA29, nails used forjoist attachment-must-be-driverrat-an
G. angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partialy.or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail.holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest -four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35/a" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
1314 fOr
THAG422
for
t22-2
126-2
THAC422
Face nails Top nails
per table per table
typical
for THA422-2
THA426-2
THA418
Double 4x2 —
Use full table value
P' Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of heads
® Double -Shear s
Dome Double -Shear
Double Nailing
Shear Side View;
Nailing Side View
Nailng Do not (Available on
Top View bend tab some models)
Single 4x2—_�
See
nailer table
SIMPSON
4 M
2� �4
n�
r®b :ib7�
2�
THA29
2 face nails
(total)
4 top nails
(total)
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.
Top Flange Installation
:er to
tnote 5
p.187
86
THA/THAC
Adjustable Truss Hangers (cont.)
ID These products are available with additional corrosion protection. For more information, see p.15,
C
EZI
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. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
appfcations, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1'h" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
LUS/M US/H US/H H US/HGUS
Face -Mount Joist Hangers
ae+=ak This product is preferable to similar connectors because
�+ of a) easier installation, b) higher loads, c) lower
'> installed cost or a combination of these features.
b
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that distributes the load through
twd points on each joist nasil for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material:_ See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or.ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
NoTdesignedWr welded'or nailer applications: " -
Options:
• ' LUS and MUS hangers cannot be modified
• . Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes: See p.12 for Code Reference Key Chart
Double -Shear
(4 1
Nailing -
Top View
Double Shear Nailing
Side View
CQDo not bend tab
Dome Double -Shear
-2 Nailing Side View
(Available on
some models)
HHUS210-2
f•--
MUS28
v-
LTA HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
Simpson Strong-TieO Wood Construction Connectors
Face -Mount Joist Hangers (cont.)
SS`
SS
SS
SS
SS
SS
Model -
No. �-
Min.
Heel' "
Height", .
Ga.'
Dimensions (m.1-
Fasteners .�
W
H
B
Carr �;
;Member- '
Carved•
Member- . .
Single 2x Sizes
LUS24
2bls `
1&,
1'11i6
(4) 0.148.x 3 r�
{2� 0:148 x 3
,41f"
'.1�i6'
43/4
�,(4j:0148x.3.:�
a146x3-°
(4),.:`.
MUS26
4114%
18
11'/16
53A6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
46/,6
16
16/,,
53/6
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
HGUS26:
4
12
,16/s
'531e,
,5,.n .
(20} Q i62 z 3Yz
- (8) 0162 x
11.1828 ..
-, "4*6.N18
19A6
�6% -'
13l41,
(6)t0,1,48 x:3" .°,
(4) 0:148'x3
MUS28
615A6
19A6
61�'is
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
15/8
7
3
(22) 0.162 x 31/2
(8)0.162x31hHGUS28
66/i6
1 %
71A
5
(36) 0.162 x 31h
(12) 0.162 x 31/2LUS210`,/i6
71(8)0.148x3=
(' "(4)0148x3HUS210
,
} ;,83/a
= "
'J.
9 ,
-;3,
{30) 0.162 x 31h2
' (1d) 0.162,x 31/2 fi
'HGUS210
86fs `
12
1$l6
91/e .
(46)wt1,162 x 3*].
(16),Q.162 X;3'%2
1. See table below for allowable loads.
lip �_ � - W ti
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
B with Strong -Driver SD Connector screws.
See pp. 335-337 for more information.
,.,('!uUf tiou �uuf . t1 oaf " t�caZ gout:.
Sin le 2><SiiesT `�"" "
1,165
865
1 990
1,070
1 1,355
1,165
1 935
1,070
1,150
1 1,475
865
635
725
785
1,000
IBC; FL,
93
-1,295
1,480
1,560 ,
,1t7,
, .933.
` 1405",;
" 1,560
°" 1, p0,_
1q(3 :
-; 810 .
`.--:955 .;
•"1,090
, ;,1,180
"<
LA
1,320
2,735
3,095
3,235
3.235
1,320
2,960
3,280
3,280
1 3,280
1,150
2,350
2,660
2:780
2,780
4;340,'
,4,850
5,170 ',
5;390,�`
27orA
. 4,690 ,
'_5,220.
,390
a";390 ,,
_ {30
�:3;225.,
. 3,6'Ffl;
3,87i),
3,98 ``:=
IBC, FL
1,165
1,100
1,260
1350
1725
1,165
1,195
1,360
1465
1730
865
810
925
1000
1270
1,32€I'
,1,73Q ,
1,97,5m
-2,125
;, 2
'I 1,320:-
„1,875 "
-2,135•
�2,255-
„22
-,3;1a0'
1;270'n
455LA
1,4,250
IBC, FL,
1,760
4,095
4,095
4,095
4,095
1,760
4,095
4,095
4,095
4,095
1,480
3,520
3,520
3,520
3,520
1,650
. -75
7,275;
,7,275:,
7; 75
7,656
7275
7,27 .
,,,7,27
7275 .
1;32
3,670 .
3;820„
n3,915„
1
IBC, FL
1,165
1,335
1 1,530
11640
2,090_1
1,165
1,450
1,655
1,775
1 2,270
865
985
1,120
1,215
1 1,500
IBC, FL,
21635
",5:450
, 5;795
5,830s-e=-
o83.s
2,635
5,"095
.;5,750
2220,
"2,33G,;,
2,iv5
,5r5 .
2825",
LA
2,090
9.100
9,100
9,100
9,10E
2,090
9 00
9,100
9,10E
9,100
1,5^-:5
6,340
c",730
6:730
6,730
IBC, FL
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45°
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb. )Acute
• The joist must be bevel -cut to allow for double shear nailing side
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are: p° )v "
HGUS Seat Width Joist Down Load Uplift Specify angle
W < 2" Square cut 0.62 of table load 0.46 of table load Top View HHUS Hanger
W < 2" Bevel cut 0.72 of table load 0.46 of table load Skewed Right
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load (foist must be bevel cut)
2" < W < 6" Square cut 0.46 of table load 0.41 of table load All joist nails installed the
q outside angle (non -acute
side).
W > 6" Bevel cut 0.85 of table load 0.41 of table load
94
LUS/MUS/HUS/HHUS/HGUS
_5S=
4
These products are available with For stain lass Many of these products are approved for installation
additional corrosion protection. steel fasteners, & with Strong-DriveQ SD Connector screws.
For more information, see p.15. see p.21. See pp. 335-337 for more information.
Double 2x Sizes
HHUS26-2 4946 14 3-546 5% 3 (14) 0.162 x 31/z (6) 0.162 x 31/2 1,320 2,830 3,190 3,415 4,250 1,135 2,435 2,745 2,935 3,655
HGUS26-2 4s/is 12 3-516 57tis 4 (20) 0.162 x 31/z (8) 0.162 x 31h 2,155 4,340 4,850 5,170 5,575 1,855 3,730 4,170 4,445 4,795
IBC, FL,
LA
LUS210-2 6346 18 1 31/a 9. 2 (8) 0.1.62 x 31/2 (6) 0.162 x 31/z 1,445 1,830 2,075 2,245 12,830 1;245 11,575 11,785 11,930 12,435
14HUS210-2 83/a 14 3-'A. 87/s 3 (30) 0.162 x 31/z (10) 0.162 x 3'h 3:550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 -CLO 5,190
HGUS210-2 89/-x 12 35/is 93A61 4 1 (46) 0.162 x 31/z (16) 0.162 x 1/2 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825
Triple 2x Sizes
17UUJL0 6,`
j 4'716'
" 14 _
4'�M6
'392-
4,;,]
"(LU) UJIoZ x 0X2',
ttfl UJt3G-x /2
Lq.IJ�
41�4U
4 {SOU,
, ] f,U'.J,.�.,15
•,I,tfS0?
3 "u
:ij (U
-4,94.IBC,
FL,
eHGUS2834`
6t�c
.124i55a
71/a,
„4
(36)0162x31h'
(12)0162X31h
...,
3;2354
746Q
7461)
'7460
7;460
27130
6415`
6415.'6,415
6;416
LA
HHUS210-3
83/s
1 14
417As
8%
3
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
813A6
12
415 6
91/4
4
(46) 0.162 x 31/2
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
1IGUS212 3 "'
1 l0 a"
• 12 .
4 rb
t0%
-;'4
(56) 0162 X 31ha
(20) 0.162 x 31h
5;€ 9
04u
-1,045.
3;045
9,04
,900:
77cfi
;17c Pf
;tE
1EiCLA
�_-:
'HGUS214-3.
125/a"
12
4?Shs
1231a
'A"
(66)'Oi162x31/Z;
,.
{22}01t2x3?Jz'
S,G95
1Q,125101251p,12510,125
4,900',
8190
8190,
879Q
8,190,
Quadruple 2x Sizes
'HGUS26-4
5'h,
:12.`
6s/c
57fis
„4
(20) O'162 x 311i?
8) 0162'x 31/z„
°2,155
,4,34D
4,850
5,170
5,575
1,855
3 730"
9170.•
4,445
'4,795:
HGUS28-4
71/4
12
6%
7%.
4
(36) 0.162 x 31h
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
qFL
HHUS210-4
83/s
14
6'/a
87/s
3
(30) 0.162 x 31/2(10)
0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
aI
e
4x Sizes
IBC, FL,
LA
IBC, FL
LUS48
43/a
18
39/1s
63/a
1 2
(6) 0.162 x 31/z 1
(4) 0.162 x 31/z
1 '060
11,315 11,490
11,610
12,030
1 910 11,130
11,280
11,385
1,745
IBC, FL,
HUS48
6'/a
14
39AG
7
2
(6) 0.162 x 31/2
(6) 0.162 x 31/21,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
6:h
14
35/a
71A
3
(22) 0.162 x 31/2
(8) 0.162 x 31h
1;760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67/ts
12
35/a
71/ts
4
(36) 0.162 x 31/z
(12) 0.162 x 31h
3,235
17,460 17,460
7,460
17,460
2,780 16,415
16,415
6,415
6,415
HGUS412 10316 1 12 .35h 107AG 4 1 (56) 0.162 x 31/2(20) 0.162 x 31/2 1 5,695 9,045 9,045 9,045 9:045 14,900 17,780 1 71780 17,780 17,780
HGUS414 1 117/is 1 12 1 35/e 127fis 4 1 (66) 0.162 x 31/2 (22) 0.162 x 31h 15,695 10,125 10,125 10,125 10,125 4,900 18,190 18,190 1 8,190 1 8,190
Double 4x Sizes
IBC, FL,
LA
FL
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable loads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31/2" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
. HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/8". 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 1/2" 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
L
Finish: Galvanized
-W
Installation:
c.�
Use all specified fasteners; see General Notes
Can be installed filling round holes only, or filling
U
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
a
HTU may be skewed up to. 67Yz . See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
Typical HTU26
Minimum Nailing
Installation
HTU26
�rr1 maz: gap bdiwMii and o'er--"
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Altemate Allowable Loads.)
Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Standard Allowable Loads (1/8" Maximum Hanger Gap)
10. ncghH
cr
t W
Hei`,
Alternate Installation -
HTU28 installed on
2x6 Carrying Member
(HTU210 similar)
0
I Single 2x Sizes I
n rULO (MdX.J
l 0.
, .I %8'
�f/16
0 V2
J4U) U.104 X 072' -'t441)'U.1Hb X Ir92'
, 1,.0.D ' -4,`U�4U
= 4
- , fit
4,41U J=7,37
Y--'
4'00u_g{
! '
-e. ,Lk J `
3 40U <
IBC,
HTU28 (Min.)
37/a
15/a
71A6
31/2
(26) 0.162 x 31h (14) 0.148 x 11h
1,235 3,820
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
1 5/8
71A6
31/2
(26) 0.162 x 31/2 (26) 0.148 x 11/2
2,020 3,820,315
4,655
5,435
1,735
3,285
3,710
4,005
4,675
LA
HTU210 (Min.) .
37/a`
15/a
9'At
31/2,
(32) 0.16Zx 31h'.S ,(14j0:f48
x 1'h
,1,330, , ,3E[E
,300
4,v3
1,144
3,�25'
S,22
3225,
'3 225
HTU210 (Max)
91/4..
1 b/a
9A6
' 31h
(32) 0.162xB1h -C32)
0148.x1'"h
'3,395; "s4,7
��7,
;5;595
:2,8'S0 =
4,045_'5155
Double 2x Sizes
HTU262°(Minj'
'-3'/a'
35/e.,
5ti6
3112
,{20)'OA62x3'h•`,{14)a148x3
`11,515',)',Z940j3j3r0'�1'580
'3;910 ,1,,305
1,850'
209D
,2,255
'2465.:
HTU26 2 (Max) ,
.5}%i F
35/r6
5 6'
31h
'(20) 0.162'x 31/2,
'(20) 0.148 x 3
2,175
{ 2,940
3,32 u o Jd
, 4, 0 7 870•
2,530
2, p
e^,a3v
3,85.. 5.
HTU28-2 (Min.)
I 37A
35/,6
71A6
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
35A6
71Ar,
31/2
(26) 0.162 x 31/2
(26) 0.148 x 3
3,485
3,820
4,315 4,655
5,825 2,995
3,285
; 71v„
4 0 a5
, 5 010 ;
L,
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/a" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Ties Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100%" of the table bad.
8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
96
U
Z
z
Z
a
2
.O
- U
w
F
0
z
0. .
F
U
z . ..
O
U...
0
N
0
0
U
HTU
_............ __............................................................... ........ _...................... :_............................ :........._............. :................. :.................. ...... _............................. _.................................................................
--....._..._...
Face -Mount Truss Hanger .(cont.)
Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 535-337. for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
1. See table above for dimensions and additional footnptes:
2. MaAmum,haoger gap for the alternative installation is'h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions In the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable .Loads (1/2" Maximum Hanger Gap)
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full.table bads•are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake.or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/V and 1h", use the Alternate Allowable Loads..
6. Truss chord cross -grain tension may Emit allowable. bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply.2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed 'diameter by length. See pp. 21-22 for fastener information.
a
19
SIMPSON
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/s" 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 1/4' x 23J4" Titen 2
screws (Model 77N2-25234H) for G -CMU. Follow all
installation instructions and use the loads from the sawn
lumber or E NIP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/V'-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
will reduce or eliminate the mechanical interlock of the
threads with -the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/1fi' drill bit and hex -head driver bit (Model 17NT01-RC);
a 3/15" x 41h" drill bit is also available (Model MD1318412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/3" is required as shown in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 11/2" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
eN..Y'` ,.
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUG410 Installed on
Masonry Block End Wall
23
HU/HUC/HSUR/L
Medium -Duty Face -Mount Hangers (cont.)
These products are available with additional corrosion protection. For more information. see n.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
1,545
HU28X.-' ,
{6) 3IdX 23Id " .i (6}'/ X 13I4
(-0) 0148 X 1 Yz
545
1500 ,
76f1
2 400
HU24-2
HUC24-2
(4)1/4 x 23/4 (4) Ya x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26 2 (Mm }
HUC20 2 .,
{8) ?%`X 2'a
{4} 0�4$ X'3
7$0
;, e,o ,,..
2 000
.... N
760
"......
1 3 20t}
_,e ...
HU26.2 Max
HUC26-2
(12}%a x 2ala 2 'I4 x1 '/a
{1)
{6) 0148ic3
" 1 i3 $
000 `
1;35� y
3135i1
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23/4 (8) 1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)114 x 23/4 I (12)1/4 x 13/a
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU210 I 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) 1/4 x 23/4 (14)1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210.3 (Max.)
HUC210-3 (Max.)
(18)1/4 x 23/4 (18)1/4 x 13/4
(10) 0.148 x 3.
1,800
4,500
1,800
5,085
HU212
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 23/4 (16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(2 2) 1/4 x 23/4 (22)114 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
kIU2128(Mm)
"`.HUG212''3(Min}
{j6}Ylax2314 `-;(16)1/4x13/4
{6)0148x3.,.
7135
4,000
YIDS, x
°-aAs'
HU212 3 (Max)..°
'HUC212', 3 {Max}":
{22)A/4 x 231d-(22)1/4 x 13/4
(10) 0148 z3.
1800
p,,,, . .,
5t085
.. °
1;8d0
®s a 5,�$5
HU214
HU214X
(12)114 x 23/4 I (12)1/4 x 13/4
(6) 0.148 x 11/2
1,135
.2,665
1,135
2,665
HU214-3 (Min.)
HUC214-3 (Min.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)114 x 23/4
(24)114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216v'' a °
HU216X';
(18)1ld2,920,
1,515
2,920, . .
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/a x 23/4
(20)114 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
(26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU7 (Min.) (Not available) (12)1/4 x 23/4 (12)1/4 x 13/4 (4) 0.148 x 11h 545 1 2,980 1 760 2,980
HU7 (Max.) (Not available) (16)114 x 23/4 I (16)1/a x 1 a/4 (8) 0.148 x 11h 1,085 3,485 1,085 3,485
HU11 (Min.) (Not available) 1 (22)1/4 x 23/a 1 (22)1/4 x 1 3/4 (6) 0.148 x 11/2 1,135 3,230 1 1,135 3,230
HU11 (Max.) (Not available) (30)1/a x 23/a (30)1/4 x 13/1 (10) 0.148 x 11/2 1,445 3,735 1,445 3,735
4
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0
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m
0
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m
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ti
.38
' MIME
UPLIFT/SHEAR ANCHOR—'T—V�
EACH TRUSS - SEE 5/SKI
PLAN
NOTE: ADD'L FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING A
SCALE NTS SKI
3ED HEEL ROOF TRUSSES
ROOF SHEATHING- SEE PLAN
RAISED HEEL ROOF TRUSSES
PLAN
-SEE PLAN
SOFFIT/FASCIA- SEE ARCH.
='
W N
RIBBON BOARD -
SEE SCHEDULE
FOR SPACING t
RIBBON BOARD- SEE
FASTENING TO w
SCHEDULE FOR SPACING 6
TRUSSES,
FASTENING TO TRU55E5
WALL SHEATHING-5EE PLAN
-
MIN. 15/32' GDX PLYWOOD OR
l/I6' 055 WITH ad GUN NAILS
MA50NRY WALL-
(0.131' X 2 1/29 9 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING-
SEE PLAN
RIBBON BOARDS
ANCHOR EACH SEE PLAN d
TRUSS- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRUSS
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRU55 BEARING DE3SCALES
NTS
RIBBON SGHEDULEL
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(Vasd=125 MPH)
f
(2) 12d GUN (0.131' X 3')
EXP. B'
2X4 5PF-2
24'
TO EACH TRUS5, (4)
ENCLOSED
,
NAILS AT JOINTS
Vult=180 MPH
(Vasd=139 MPH)
(2) 12d GUN (0.131' X 31)
EXP. G,
2y4 SPF"2
!
I6'
TO EACH TRUS5, (4)
ENCLOSED
NAILS AT JOINTS
W mn $
<a s6
W ❑ ❑
SHEET TITLE:
W000N DFiMFOR
RNSEO HEEL ROOFiRUSSES
SHEET INFORMATION:
100 NO: 361116
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hDISAIL
ALPINE
AN ITW COMPANY
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www.alpineitw..com
Cbstomer- Carpenter Contractors of America
Job Number. N334496
ab Descriplion: 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
Address,
Lob ErE Pneerlt Criteria; t
Design Code: FBC 7th Ed. 2020 Res tntetliVlEWVerson: 20,02.00A
JRef#. 1X3G89750042
lend Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pst); 37.00
3uildin Type: Closed'
This package contains general notes pages, 24 truss drawing(s) and 4 detail(s)
lferxs .` Dravplrrgtdutiilxr _T`russ
1 064,21..1100.21496 Al
3 064,21.1100.20981 A2
5 064.21.1100.21574 A4
7 064.21.1100.19824 A6
9 064.21.1100.21699 A8
11 064.21.1100.19887 A10
13 064.21.1100.20684 A14G
15 064.21,1100,20592 A13
17 064.21.1100.20106 A16
19 064.21.1100,20324 C1GE
21 064.21.1100.20590 CJ5
23 064 21.1100.22027 CA
25 A16015ENC160118
Z7 VAL180160118
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Truss , &h
2
064,21,1100.21074
A1A
4
064.21,1100.19841
A3
6
064.21.1100.19996
A5
8
064.21.1100 20653
A7
10
064.21.1100.21'324
A9
12
064.2 111 00.20638
Al2
14
064.21.1100.21168
Al 1
16
064.21.1100.21777
A15
18
064.21.1100.19715
B1GE.
20
064.21.1100.20496
EJ7
22
064,2 1.11 W20309
CJ3
24
064.21.1100.20637
HJ7
26
GBLLETIN0118
28
VALTN160118
'Florida Certificate of Product Approval #FL1'999 Printed 315/2021 11:08:41 AM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
Page 2of3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.orq.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orq.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 249564 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T10 !
FROM: RWM Qty: 11 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.21496
Truss Label: Al SSB / YK 03/05/2021
6'1"7
6'1"7
0
73
12'11"15 19'10" 26'8"1
6'10"8 6'10"1 6'10"1
5X5
E
33'6"9
6'10"8
39'8"
T 10' 19,101,
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 Building Code: Creep Factor: 2.0
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.617
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.882
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.457
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
GCpi: 0.18 Plate Type(s):
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
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. tgtttutrurHa=err rr
Loading
Truss passed check for 20 psf additional bottom chord &p o•+°"•"•°•.•° lr�� 'O°.�
live load in areas with 42"-high x 24"-wide clearance.+ta�+*``��
t s
Wind °°• e
Wind loads based on MWFRS with additional C&C s ® U. �►��
member design.
Wind loading based on both gable and hip roof types.
AT
COA it(i7S.s�ONAi.�',,.``
03/05/2021
10, 1'
39'8"r
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1711 /- 1- /961 /309 /444
H 1711 /- /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Reg = 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.
L - D 541 -134 K - F 530 - 745
D - K 530 -745 F - J 541 -134
E - K 1362 - 605
—WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Applgy 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 AN C0u NV
truss in conformance with ANSIITPI 1, or for handling, shipping,, installation. and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit solely -for the design shown. The suitability and use of This Suite 305
drawing for any structure is the responsibility of the Building -Designer perANSI/A 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .corn; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249588 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T25 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALIMEBB ELEV.C/E DrwNo: 064.21.1100.21074
Truss Label: A1A SSB / WHK 03/05/2021
7'11 . 2 117'112 19'10" 23'8" 31'8"14 39'8"
7'11"2 '{- 50.14 '(- 4'1"12 2'8"4 {'— 3'10" 8'0'y4 T11"2
8'1"9
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
D
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 it
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N;
Bracing
(a) 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.
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.
=5x5
F
378"
48"11 '0' i�- 8'0"11 'I T."6
1210"+� 31'8"11 98
1T
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
ding Code:
7th Ed. 2020 Res.
Std: 2014
Fac: Yes
2T:20(0)/10(0)
e Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.280 P 999 360
VERT(CL): 0.522 P 905 240
HORZ(LL): 0.120 K - -
HORZ(TL): 0.225 K
Creep Factor: 2.0
Max TC CSI: 0.790
Max BC CSI: 0.859
Max Web CSI: 0.964
VIEW Ver: 20.02.00A.1020.20
i
• o. 708 1
r
,a t, SAT 0
• • �k�
�a,a`
COASOONA'L
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1555 /- /- /960 /309 /444
1 1555 A /- /961 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Reg = 2.2
1 Brg Width = 8.0 Min Reg = 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 1413 - 2747 F - G 1409 - 2067
C - D 1715 - 3278 G - H 1217 - 2103
D - E 1437 - 2551 H - 1 1424 - 2775
E -F 1565 - 2527
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2374 -1111 L - K 2401 -1108
Q - M 2867 -1216 K - 1 2404 -1107
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - S
508 - 838
M - F
1684
- 892
C - Q
637 -122
M - L
1745
- 573
S - Q
2530 -1181
F - L
559
- 464
Q - D
744 - 323
L - G
450
- 365
D - M
533 - 912
L - H
477
- 691
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face off truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinqqComponents Group Inc. shall not.be responsible for any deviation from this drawing, any, failure to build the ANMCC--
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawmq or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional encqtsneering responsibility solely -for the design shown. The suitabili y and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249589 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T9 /
FROM: RWM Qry: 1 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20981
Truss Label: A2 SSB / WHK 03/05/2021
i 6'1"7 12'6"15 19' 20'$" 27'1"1 336"9 + 39'8"
f 7 6'5"8 6'5"1 1'8' 6'S"1 6'S"8 6'1"7
;5X5=5X5
E F
39'8"
1' 1 710' 9'10" 9'10" i 10' 1 1'
i' `- 10' + 19,10„ {" 29,8" T 39,8., r '�
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"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.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 360
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
VIEW Ver: 20.02.00A.1020.20
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 P /- /963 /310 /427
1 1556 /- /- /963 /310 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 -957 K -1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 508 -119 L - F 548 - 356
D - L 521 - 683 L - G 521 - 683
E - L 548 - 356 G - K 508 -119
"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 riclid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, 67 or B10,
as applicable. Apply plates to each face, of truss and position as shown above and on the Joint9Details, unless noted otherwise. f�efer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the
truss in conformance with ANSIII Pl 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any sgructure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2.
ALPINE
A _C0_.
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249590 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 J Ref: 1 X3G89750042 T22 !
FROM: RWM City: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.19841
Truss Label: A3 SSB ! WHK 03/05/2021
12'0"15 18'01 21'7"151 27'7"1
75'11"2 3'7"14 5'11"2
.�:5X5 =5X5
E F
39'8"
33'6"9 39,8"
5'119 1 6'17
' 9'10" 91101, 10' 1' 10
10' 19,10" 29'8" 3F.I d
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
GCp!: 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.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 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
VIEW Ver: 20.02.00A.1020.20
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /965 /312 /407
1 1556 /- !- /965 /312 /-
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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracincclt installed per BCSI sections B3, B7 or B10.
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinq Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the--cow—
truss in conformance with ANSIrTPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawinp or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org; AWC: awc.org Odando FL, 32821
SEQN: 249591 / HIPS Ply: 1 Jab Number: N334496 Cust: R 8975 JRef:1X3G89750042 T8 /
FROM: RWM Qly: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.21574
Truss Label: A4 SSB / WHK 03/05/2021
7'10"14 '( 17' 22'8"
7'1014 9'1 "2 5'8"
1' 10'
-I 10.
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 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" 29'8"
:)w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w Duration: NA
)ding Code:
C 7th Ed. 2620 Res.
I Sid: 2014
p Fac: Yes
rRT:20(0)/10(0)
de Type(s):
31'9"2 39'8"
9'V2 r 7'10"14
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.149 J 999 360
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
VIEW Ver: 20.02.00A.1020.20
tier,.
i
i
o. 708 1
,0 90 SAT O
a
COA��NA�*�,a+�`
03/05/2021
i
m
1_0 IV.
10, 1.
39'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /965 /318 /386
G 1552 /- /- /965 /318 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 I - G 2393 -1352
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 498 - 448 E - I 770 - 435
K - D 770 -435 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 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 proper)% attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Pefer 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-MCOW-Y
truss in conformance with ANSI/TPI .1, or for handling, shipping,, Installation and bracin of trusses. A seal on this drawinq or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en Ineering responsibilit�yr solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or, ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249592 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3G89750042 T24 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1100.19996
Truss Label: A5
SSB / WHK 03/0512021
6'1 "7 16'0" 1 23'7"15 33'6"9 39'8"
6'1 "7 9'101,10 7'7"14 9'10"10 6'17
6X6 6X6
D E
T2
6 12 T4
t-° Z 5X5
'v _ 5X5
C F
EO
W1
B G
A H
=4X6(A2) -5X5 =5X5 =5X5 =4X6(A2)
39'8"
10' 9'10" 9'10" 10, 1
�1'
10' 19,10" 29'8" 39'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.156 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 HORZ TL : 0.119 1 Wind reactions based on MWFRS
Des Ld: 37.00 ( )
Mean Height: 15.00 ft BuildingCode: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
NCBCLL: 00 P
TCDL: 4.2 psf G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 g q =
0. P
Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 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 9.00 ft FT/RT:20(0)/l0(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 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.OE; 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 I - 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 - 1 617 - 249
K - D 617 - 248 I - F 512 - 469
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03/05/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) 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 ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable. Apply to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to
Oates
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildingQ Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AVrt COav
truss in ANSI/TPI 1, for handling, bracin trusses. A seal on this drawing or cover
conformance with or shipping,, installation. and of page 6750 Forum Drive
listing this drawin indicates acceptance of professional en meering responsibili�y solely -for the design shown. The suitability and use of this Suite 305
drawing for any structur is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249593 / HIPS
Ply: 1
Job Number., N334496
JRef:1X3G89750042 T7 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
�Cust:R13976
DrwNo: 064.21.1100.19824
Truss Label: A6
SSB / WHK 03/05/2021
7'1014 15' 24'8" 31'9"2 39'8"
7'1014 7,1"2 + 9,6" 7,1"2 ') 7'10"14 -I
6X6 = 6X6
D T3 E
12
6 '
5 \5F5
C
o
W 00
W1
B G
A H
�
4X6(A2) = 5X5 = 5X5 = 5X5 = 4X6(A2)
39'8"
10' 9'10" 9'10" 10, 1'
10' 19'10" 29,8" '+ 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc 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 /- A /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 B Br Width = 8.0 Min Re 1.8
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 9 q
TCDL: 4.2 psf
FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 G Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf
Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760
Bearings B & li 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 - 1 628 - 300
K - D 628 - 300 1 - F 394 - 358
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03/05/2021
'"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, for
by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310
as applicabgle. AppTy plates to each face. of truss and position as shown above and on the Joinf 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 VFW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing, anyfailure to build the ANN COMPAW
truss in conformance with ANSI/TPI 1, for handling, installationbracinq trusses. A on this drawing or cover
or shipping,. and of seal 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
-Designer Suite 305
drawing for any structure is the responsibility of the Building per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Odando FL, 32821
SECiN: 249594 / HIPS
Ply: 1
Job Number: N334496
R 8975 JRef: 1X3G89750042 T23 /
FROM: RWM
City: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
rD,,064.21.1100.20653
Truss Label: A7
/ WHK 03/05/2021
6
L '1"7 14'0"1 19'll0" 25'7" 15 33'6"39'B"
6'1:7 7'10"10 5'9"15 + 5'9"15 I 7'10"19 0 6'1"7
,5X5 1112X4 =5X5
D E F
T2
12 T4
6 � W
C 5 5X5
G
W3 n
B H
A
�3
4X6(A2) = 5X5 =5X8 =_ 5X5 = 4X6(A2)
39'8"
�1'_T 10' 9'10" 91101, 10,
+1'�
+
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin 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 /- A /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 HORZ(TL): 0.121 J Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 50 f FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 H Brg Width = 8.0 Min Req = 1.8
ps
.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & H are rigid surface.
Bearings B li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.434
Members nott listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 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
E - K 440 - 281
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XIMM1100,
(3/05/2021
"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, handiin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, for
by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propery 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. f�efer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildincc_� Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the AN-COW-Y
truss in ANSI/TPI 1, for handling, bracing trusses. A this dran
conformance with or shipping,installation and of seal on w or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili� solely -for the design shown. The suitability and use of This
-Designer Suite 305
drawing for any structure is the responsibility of the Building per ANSUTPI 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: 249595/ HIPS
Ply: 1
Job Number: N334496
Cust: R8975 JRei:1X3G89750042 T6 /
FROM: RWM
Qty: 1
,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1100.21699
Truss Label: A8
SS I / WHK 03/05/2021
4 13' 19'10" 26'8"
32'10"12 39'8"
4 6'2"12 + 6'10" 6'10"
6'2"12 6'9"4
0 5X5 1112X4 = 5X5
D E F
12
6 k2C W
p2X4
�
�
o_
G
W3
r`
8
H
A
I
9 a
�8'8"
= 4X6(A2) =5X5 = 5X8 = 5X5 = 4X6(A2)
39'8"
10' 9'10"
10,
10' 19'10" 29'8"
+1'.
+
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/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): 0.191 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 /716 /305
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 Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.543
H Br Width = 8.0 Min Re 1.8
g q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754
Bearings B & H are rigid surface.
Bearings B & 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#
FT/RT:20 0 /10 0
Loc. from endwall: not in 9.00 ft () ()
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2014 -2780 E - F 1973 -2289
C - D 1925 - 2523 F - G 1925 - 2523
Top chord: 2x4 SP #2 N;
D - E 1973 -2289 G - H 2O14 -2780
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind
Chords Tens.Comp. Chords Tens. Comp. .
Wind loads based on MWFRS with additional C&C
B - L 2421 -1686 K - J 1982 -1323
member design.
L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - L 381 -339 K - F 425 -401
L - D 535 -183 F - J 535 -183
D - K 425 - 401 J - G 381 - 339
�IulFrrlquku� Irp
E - K 585 - 391
U • %%4
"{{t'7y�
•jV�
VV GG
'� ®•
e
:
0.708 08 1
•
ggw � � • o
•
• w
COA ft6 rONAIL fc
Xrptgor+sletw
03/05/2021
—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 SCSI (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
attached ri td ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections
have a properly
B3, B7 or B10,
Refer
as applicable. Apply lates to each face otruss and position as shown above and on the Joint Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
to 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 ANRWCOMPANN
bracing trusses. A this draw(nq
truss in conformance with ANSI 1, or for handling, shipping,. Installation and of seal on or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibilittyv solelyorthe design shown. The suitability and use of this Suite 305
drawing for any sgr'ucture is the responsibility of the Building�esigner per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2495961 HIPS
Ply: 1
Job Number: N334496
Cust R 8975 JRef:1X3G89750042 T21 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,Ri01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1100.21324
Truss Label: A9
SSB / WHK 03/05/2021
'3"4 12'0"1 19,10" 27'7"15
23
33'4"12 39'8"
6'3"4 5'8"12 T9"15 I 75
5'8"12 6'35
:5X5 III2X4 =5X5
D E F
12
6 �2C4 W
I
i G4
"v
m
rD W3
m
B
H
A
T3 f
I8'6"
4X6(A2) =5X5 =-5X8 =5X5 =4X6(A2)
39'8"
10' 9'10" 9'10"
10,
+
r 10' 19'10., 29'8"
�1'�
I 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): 0.206 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 1284
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - -
H 1556 /- /- /947 /717 /-
EXP: C Kzt: NA 0.124 J
Des Ld: 37.00
Wind reactions based on MWFRS
Mean Height: 15.00 ItHORZ(TL):
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Reg = 1.8
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.748
H Brg Width = 8.0 Min Req = 1.8
TPI Std: 2014 Max BC CSI: 0.753
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to In TPI
Bearings B & H are rigid surface.
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#
FT/RT:20 0 /10 0
Loc. from endwall: not in 9.00 ft () ()
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 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
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 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
tttit3ltPlttdgttryr�
E - K 685 -462
,qt�t � �Vt �••�� +��fi
�ap�••041 ,/'�i
rf�'
0 •••
^
O •
0. 708 9
_s
■
•
S06 AT O
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sA
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—ftillt,014tq�*,��
03/05/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition
of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for ermanent lateral restraint otYwebs shall have bracing installed per BCSI sections 63, B7 or B10,
as applicabgle. App�y plates to each face off truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCGWAW
truss in ANSIrTPI 1, for handling, installation bracingof trusses. A this drawing
conformance with or shipping,and seal on or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of This
-Designer Suite 305
drawing for any structure is the responsibility of the Building per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or : AWC: awc.org Orlando FL, 32821
SEQN: 249597 / HIPS
Ply: 1
Job Number. N334496
Cust R 8975 JRef:1X3G89750042 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1100.19887
Truss Label: A10
SSB / WHK 03/05/2021
5'9"4 11' 19' 28'8"
33'10"12 39'8"
5'9"4 5'2"12 8' 9'8"
5'2"12 5'94
5X5 = 5X5 ZE 5X5
D E T3 F
12
T
6 � 2X4 W
C
� 2X4
b (a) (a)
G
n W3
1 B
H �
A
11�6'6"
4X6(A2) =5X5 =5X8 =5X5 =4X6(A2)
39'8"
10' 9'10" 9.10"
10,
�1'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): 0.213 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240
B 1556 /- /- /940 /718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
H 1556 /- /- /940 /718 /-
EXP: C Kzt: NA HORZ(TL): 0.127 J - -
Des Ld.:
Des Ld: 37.00
Wind reactions based on MWFRS
Mean Height: 15.00 ft
10.00 Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.934
H Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752
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: 0.751
Members not listed have forces less than 375#
Loc, from endwall: not in 9.00 itFT/RT:20 (0)/10 (0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2194 -2804 E - F 2386 -2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE;
D - E 2502 -2773 G - H 2184 -2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - L 2448 -1855 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun
L - K 2147 -1575 J - H 2440 -1822
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
L - D 470 -71 K - F 626 -612
for (2) CLR'S where shown. Scab reinforcement to be
D - K 739 -778 F - J 466 -52
same size, species, grade, and 80% length of web
E - K 789 -534
member. Attach with 0.128x3" gun nails @ 6" oc.
QUI l ttt1 i fpllll�l�r��
00
Wind ► H
�f
Wind loads based on MWFRS with additional C&C 1� Ss,•«....,�® �,'��i�;
member design.
4�• �.�` ,
Wind loading based on both and hip roof types. •� ` �•
gable �'
~ • 7
o. O8 R 1
■
SAT O cr
.
A
COA(fl�iUA�
�ftXmi IPA",
03/05/2021
—WARNING' READ AND FOLLOW ALL NOTES ON THIS DRAWING
""IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless top have and bottom chord have a
per noted otherwise, chord shall properly attached structural sheathing shall properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply plates to each face of truss and 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 Building Components Group Inc. shall notbe responsible for any deviation from this drawing, any, failure to build the AN COMGANY
in
truss conformance with ANSI/TPI 1, or for handling, shipping,i . nstallation and bracing of trusses. A seal on this drawing or cover pa!Me 6750 Forum Drive
listing this drawing indicates acceptance of professional encLmeenng responsibili_%ty solely -for the design shown. The suitability and use of this Suite 305
-Designer
drawing for any structure is the responsibility of the Building per ANSI[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: 249598 / HIPS
Ply: 1
Job Number. N334496
Cust: R 8975 JRef:1X3G89750042 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182EC.E ,13101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1100.20638
Truss Label: Al2
SSB ! WHK 03/05/2021
9' 17' 30,8„
9' 8' S'8" 8' 9'
,6X6 =5X5 =4X4 =6X6
C T2 D E T3 F
12
6 T
T
o (a) W (a) u,
W5 h
B G
1A H
�
= 4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2)
39'8"
1' 10' 9'10" 9.10.1 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): 0.251 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 l720 /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 ( )HORZTL: 0.150 1 - - Wind reactions based on MWFRS
Mean Height: 15.00 ft Buildingp B Br Width q =
NCBCLL: 10.00 Code: Creep Factor: 2.0 g dth = 8.0 Min Re 1.8
TCDL: 4.2 sf
Soffit: 0.00 p FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 1.8
BCDL: 5.0
psf Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.834 Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft 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
B - C 2250 -2705 E - F 2239 -2478
Lumber C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - 1 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 1 - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs C - K 718 -428 E - 1 944 -834
for (2) CLR'S where shown. Scab reinforcement to be K - D 940 - 832 I - F 718 -430
same size, species, grade, and 80% length of webt�ntttlurttr��
member. Attach with 0.128x3" gun nails @ 6" oc.ptu
Wind `T���,...,..�•'
rrri4
�vta�pA
il�
Wind loads based on MWFRS with additional C&C
member design. �,�4e;
.•
. 1T
Wind loading based on both gable and hip roof types.
a o.708 9
■ z
s 0 ; A.
0.
( �
• 1
Qv
rs
/0NA%. VO;
COA
kpitt mil",P
03/05/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord. shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$Components Group Inc. shall not. be respponsible for any deviation from this drawing, any failure to build the aNm co aauv
for handling, installation. bracing trusses. A this drawing or cover
truss in conformance with ANSI 1, or shipping,. and of seal on page 6750 Forum Drive
listing this drawing indicates acceptance of professional engc1m�eenng responsibilitty�r solely -for the design shown. The suitability and use of this Suite 305
-Designer
drawing for any structure is the responsibility of the Building per ANSIrT 11 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: 249610 / HIPS
Ply: 1
N334496
Cust: R 8975 JRef:1X3G89750042 T28 !
FROM: LPM
Qty: 1
r�7A,511220umber:
182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 064.21.1100.20684
Label: A14G
SSB / WHK 03/05/2021
i 7' 13' 19' 28'4"
32'8" 39'8"
t
7' 9'4"
4'4" 7'
%6X6 =4X4 =8X10 =H1014
�6X6
12 C D T2 E T3 F
T4 G
T 6�
T
o (a) W
(a)
io
A
T B
H `
1
=5X5(A2) -H0510 =4X4 =6X8 1115X5K
B3 =4X6 =3X6(A1)
28'4" i
11'4"
8' 10'10"4 4'4"
44„ 7,
i I �f
8' 18'10"4 24' 28'4"
+
32'8" 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): 0.179 D 999 360
Loc R+ / R- ! Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240
B 1922 /- /- /- /884 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.048 L - -
K 4268 A A /- /1911 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.091 L
H 80 A A A /60 /-
Mean Height: 10.51 fitBuildin
NCBCLL: 0.00 TCDL: 4.2 psf g Code: Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.846
BCDL: 5.0 psf
B Brg Width = 8.0 Min Req = 1.6
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.785
K Brg Width = 8.0 Min Req = 5.9
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819
Bearings B, K, & H are a rigid surface.
FT/RT:20 0 /10 0
Loc. from endwall: NA () ()
Bearings B, K, & H require a seat plate.
GCpi: 0.18 Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N;
B - C 1596 - 3565 E - F 169 - 505
T4 2x6 SP SS;
C - D 1465 - 3467 F - G 400 -180
Bot chord: 2x4 SP 2400f-2.0E; B3 2x4 SP #2 N;
D - E 1332 -3056 G - H 538 -269
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to
Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun
B - N 3126 -1377 L - K 786 -1874
nails(0.113"x2.5",min.). Restraint material to be supplied
N - M 3815 -1821 K - J 786 -1874
and attached at both ends to a suitable support by
M - L 2986 -1327 J - H 179 -399
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
Maximum Web Forces Per Ply (Ibs)
for (2) CLR'S where shown. Scab reinforcement to be
Webs Tens.Comp. Webs Tens. Comp.
same size, species, grade, and 80% length of web►rllmrrf9rlf•bry/,`i'
C N 1089 L F 3047
member. Attach with 0.128x3" gun nails @ 6" oc.,. p y,
�►1�' rry
- -274 - -1224
N - D 440 -430 F - K 2007 -4053
Loading {A�••r•+'•.,��1��
�Z ���✓ S�' •. ��
D - M 568 -883 F -J 1889 -778
M - E 834 -67 G - J 344 -528
#1 hip supports 7-0-0 jacks with no webs.•:
.�' •°
E - L 1423 - 3051
Wind =
Wind loads and reactions based on MWFRS.
•
Wind loading based on both gable and hip roof types. ; s
WARNING! This truss is not symmetric, but its SAT
exterior geometry makes erection error more
�4
probable. It is imperative that this truss be installed ; f r
properly. • .fi
..�
'1
COA 7�/ONAL,N,,
�uarir>Qnuu
03/05/2021
"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 Information,
of BCSI (Building
Safety by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall
temporary
have a properly
attachetl ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicable. Apply to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Defer 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 BuildinlComponents Group Inc. shall not,be responsible for any deviation from this drawing, any, failure to build the nx rwCoMnnry
truss conformance ANSIIT PI 1, for handling, bracin trusses. A this drawing
in with or shipping,. installation and of seal on or cover page 6750 Forum Drive
listing this drawingp indicates acceptance of professional en sneering responsibilitysolely-for the design shown. The suitability and use of this Suite For
for -Designer ANSI/TI
drawing any structure is the responsibility of the Building per 1 Sec.2.305
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
SEON: 249599 / SPEC Ply: 1 Job Number: N334496 Cust R 8975 JRef:1X3G89750042 T2 /
FROM: RWM Oly: 1 7A51320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.21168
Truss Label: All SSB / WHK 03/05/2021
5'7"4 10'8" 11'3"15 16'0"1 2TT 5 29'7"15 39'8"
5'7"4 5'0"12 7' 15 4'8"2 7'7"14 6' 10'0"1
5X5
5X5 =4X4 =5X5 =5X5
D F F G H
39'8"
1' 10' 9.10" 9.10"
10' + 19,10" + 29'8"
la
39'8"
1�
Loading Criteria (psD
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udell U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.229 L 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.427 L 999 240
B 1556 /- /- /932 /716 /257
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
L : 0.142 K
)
Wind reactions based on MWFRS
NCBCLL: 10.00
Mean Height: 15.00 ItHORZ(T
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
TCDL: 4.2 psf
BCDL: 5.0 sf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.820
I Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25
P
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.802
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 It
Rep Fac: Yes
Max Web CSI: 0.811
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 18SS
VIEW Ver: 20.02.00A.1020.20
B - C 2225 - 2806 F - G 2509 - 2878
Lumber
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 Bat 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
�tb110111"Un htrr�i�7a
M - E 760 - 872 K - H 693 - 431
M F 856
�A
- -742
0.708 9
••
•• �fi
COA SAA�ONAd.
�+ianextstmwtat01
03/05/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin 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 jobs General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the nNrtwcoMcnNr
truss in conformance with ANSI 4PI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this draw(nq or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilit�yy solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249600 / COM
FROM: RWM
5'7"4
5'74
Ply: 1 Job Number: N334496
City: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
Truss Label: A13
T 12
6 � 2X4
ED
r,
B
A
3X6(A1)
10,8„
10,8„
10,8" + 13'3"1
5'0"12 27.1
5X5
D
e 5X5
E
81 =3X8 =5X5
20'8"
5'4"
16'
21'7" 15
8'4"
T3 = H0610
Cust:R8975 JRef:1X3G89750042 T20 /
DrwNo: 064.21.1100.20592
SSB / WHK 03/05/2021
31'7"15 39'8"
10' 8'0"1
T4 —6G T
T�
H v
01
111�8'8"
=5X5 = 3X6(A1)
—� 5'8" 13'4"
7'10" I 710"
23'10" 31'8" 39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 It
Rep Fac: Yes
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE. HS
Lumber
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
T4 2x4 SP 2400f-2.0E;
Bot chord: 2x4 SP #2 N; 131 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.
Trusse
Comp0
bracing
attache
as appl
• drawing
Alpine,
truss in
listing t
drawing
- For mot
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or'=PLF
PP Deflection in loc Udefl U#
Gravity Non -Gravity
VERT(LL): 0.043 M 999 360
Loc R+ / R- / Rh / Rw / U / RL
VERT(CL): 0.080 M 999 240
B 840 /- /- /551 /397 /257
HORZ(LL): 0.017 J - -
N• 315 /- /- /159 /140 /-
HORZ(TL): 0.028 J
H 585 /- /- /436 /242 /-
Creep Factor: 2.0
Wind reactions based on MWFRS
Max TC CSI: 0.957
B Brg Width = 8.0 Min Req = 1.5
Max BC CSI: 0.647
N Brg Width = 68.0 Min Req = -
Max Web CSI: 0.546
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#
VIEW Ver: 20.02.00A.1020.20
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.
gtir�rtrrttt'1,
C - M 396 - 367 L - F 903 - 565
rjy
'r
H. r{'rr
D - M 619 -454 F - K 1390 -1254
M E 442 299 K G 854
r,.♦.e•.•� �r¢�
- - - -1043
E - L 449 -564
e
0.7108 1
a
' r
•0 5 AT d ' Q
fi •
COA $, NSA -
03/05/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Went Safety Information, by TPI and SBCA) foi safety practices prior to performing these functions. Installers shall provide temporary
per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
d rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310
icab a. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
s 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any. failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,. installation. and bracinctof trusses. A seal on this drawingg or cover page
his drawing indicates acceptance of professional engpneenng responsibility solely -for the design shown. The suitability and use of this
for any structure is the responsibility of the Building esigner per ANSI/T I 1 Sec.2.
e information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustry.com: ICC: iccsafe.org; AWC: awc.org
ALPINE
AN-COWAW
6750 Forum Drive
Suite 305
Odando FL, 32821
SEQN: 249601 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 J Ref: 1 X3G89750042 T19 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.21777
Truss Label: A15 �SSB / WHK 03/05/2021
5'74 10'8" 15'3"15 23'3"15
5'7"4 S'0"12 F 4,7„15 8'
5X5
D
12
6 a�2X4 =5X14 =H0510
C E T3 F
cq
ED
B
A
3X6(A1) =5X8 -5X5 =4X6
21' 5' -
S'
26'
31'8"1 32" 39'8"
8'4"2 11 '15 T
5X10(SRT
T4 G
m
oT
co
J_*8'8„
=4X4L =5X5 =3X6(A1)
13'8"
5'8" 8'
31'8" 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): 0.038 0 999 360
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 /- /- /497 /341 /276
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.017 K - -
M 1429 /- !- /726 /654 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.031 K - -
L 629 /- 1- /238 l218 /-
NCBCLL: 10.00
Mean Height: 15.00 ft
Building Code:
Creep Factor: 2.0
1 534 /- /- /399 /245 /-
Soffit: 0.00
TCDL: 4.2 psf
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 Stoll: 2014
Max BC CSI: 0.635
B Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 2.0
Spacing: 24.0 "
C&C Dist a: 3.97 It
Rep Fac: Yes
Max Web CSI: 0.703
L 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: 20.02.00A.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
D - E 835 - 674 H - 1 595 - 577
(a) 1X4 #3SR6 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
Maximum Bot Chord Forces Per Ply (Ibs)
and attached at both ends to a suitable support by
Chords Tens.Comp. Chords Tens. Comp.
erection contractor.
B - O 410
-442 M - L
-367
(a) or scab reinforcement may be used in lieu of CLR
O - N 570 -442 L - K 530 367
570 530
restraint. substitute (1) scab for (1) CLR and (2) scabs
N - M 598 -426 K - 1 451 - 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.
01111111u411t7,
Maximum Web Forces Per Ply (Ibs)
�• 4��f
Webs Tens.Comp. Webs Tens. Comp.
Wind
Wind loads based MWFRS C&C
rtpt►� �lv, j�('
•.••' �il
C - 0 502 -291 M - F 909 -732
on with additional
member design.
��/,.••••'••
��y�{j' E S e % '�
- D L - G 947 898
Wind loading based on both gable and hip roof types.
,$•? �Y
$ �'
35
E- M 1635 -1574
574
Trusses
Comp0
bracing
attache
as appl
drawin(
Alpine,
truss in
listing t
drawinc
For mor
` � $ Q. (q 08 i
9
•
S AT
•,• •,,. �w,c
� ss�ECG
Coa.fl6 NAL
ftsoeamtivaw
03/05/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) 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
p rigpid ce'llinq Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
Icaniee AppTy plates to each face of truss and position as shown above and on the Join, Details, unless not otherwise. Nefer to ALPINE
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW BuildinccL Components Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the AN—COWA-
conformance with ANSI 1, or for handling, shipping,, installation. and bracin4g of trusses. A seal on this drawing or cover page 6750 Forum Drive
vs drawing indicates acceptance of professional enpsneering responsibilityy solely -for the design shown. The suitability and use of This
1 for any structure is the responsibility of the Building -Designer per ANS11TPI 1 Sec.2. Suite 305
e 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: 2496021 SPEC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X31389750042 T18 /
FROM: RWM Qty: 1 7A51320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20106
Truss Label: A16 SSB / WHK 03/05/2021
55'74 3 15 8"3
74 60"2 67"15 112'61 6'8
21 T
T ,2
6
T C
5o
t B
� A
3X6(A1) =5X5
8'
19'3"15 1
5XD5
21'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
(**) 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
requirements.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=5X5 T
L
=8X8 =—BX8 5X10(SRS T n
E F G H I J K
o io
AB AE M
N T
�I
1" 8,8"
=5X5 W V =4X6 T 1112X4(4'14 Q P _505 =3X6(A1) 1
5'
13'8" i
8' T315
5' 3'65
8' 11�
16' 17'8"15
26' 29'6"5
39'8"
�1
r 21'
31'8'
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): 0.037 Y 999 360
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.069 Y 999 240
B 774 /- /- /508 /355 /317
Snow Duration: NA
HORZ(LL): 0.016 O - -
U 1323 /- /- /633 /586 A
HORZ(TL): 0.030 0 -
R 711 /- /- /257 1237 A
Building Code:
Creep Factor: 2.0
M 531 /- !- /381 /247 A
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.948
Wind reactions based on MWFRS
TPI Std: 2014
Max BC CSI: 0.636
B Brg Width = 8.0 Min Req = 1.5
U Brg Width = 8.0 Min Req = 1.8
Rep Fac: Yes
Max Web CSI: 0.584
R Brg Width = 8.0 Min Req = 1.5
FT/RT:20(0)/10(0)
M Brg Width = 8.0 Min Req = 1.5
Plate Type(s):
Bearings B, U, R, & M are a rigid surface.
WAVE
VIEW Ver: 20.02.00A.1020.20
Bearings B, U, R, & M 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 1118 -1151 F-G 823 -776
C - D 1027 - 960 G - H 834 - 791
D - E 791 - 722 K - L 681 - 548
E - F 823 - 777 L - M 628 - 571
Maximum Sot Chord Forces Per Ply (Ibs)
Chords
Tens.Comp.
Chords
Tens. Comp.
B - Y
978 - 830
T - S
585
- 491
Y - X
627 - 411
S - R
584
- 491
X - W
462 - 350
R - Q
424
- 356
lylitl{itllp7lJf/�r�r�,,
W - V
V - U
462 - 350
462 - 350
Q - P
P - 0
424
424
- 355
- 356
7p✓i%
U - T
589 - 490
O - M
445
- 354
• ��' ,�
Maximum Web Forces Per Ply (Ibs)
•; V` '
Webs
Tens.Comp.
Webs
Tens. Comp.
ynnp .
0 ,
C - Y
445 -257
U -AB
611
-605
i • { UO
Y - D
453 - 285
AB- H
504
- 522
a
E - Z
1516 -1447
R -AE
930
- 847
'
Z - U
1536 -1466
AE- K
910
- 826
/nKt x ,
COAg A
�N+aw„unsae+��`•�`
03/05/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have 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 bracingg installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. otruss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be respponsible for any deviation from this drawing, any. failure to build the *Nnwceuvnry
truss in conformance with ANSI 1, or for handling, shipping,, installation, and bracing of trusses; A seal on this drawing or cover page 6750 Forum Drive
listing this drawingq indicates acceptance of professional enccLLmeering responsibilityN solely'for the design shown. The suitability and use of this Suite 305
drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
It
SEON: 249603 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T3 /
FROM: HMT Oty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALIAEBB ELEV.C/E DrwNo: 064.21.1100.19715
Truss Label: B1GE SSB / WHK 03/05/2021
10,8" 21'4"
t• 1018„ { 10.81,
4,8„ 1 2--1
(TYP) =4F4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
ono
21'4"
21'4"
21'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 R 999 360
VERT(CL): 0.007 R 999 240
HORZ(LL): 0.005 L - -
HORZ(TL): 0.006 L
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.164
Max Web CSI: 0.069
Ver: 20.02.00A.1020.20
i
i • �
O.7os 1
•
,o's• SAT O
,
coo ��0
03/05/2021
♦ Maximum Reactions (Ibs), or`=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 245 /- /- /134 /103 /243
J' 72 /- /- /35 /33 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Big Width = 248 Min Req = -
Bearings B & B are a rigid surface.
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) 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 ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicabge. Apply plates to each face. ovtruss 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 Buildinq Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCC-A.
truss in conformance with ANSI1TPI 1, or for handling, shipping,. installation and bracing of trusses; A seal on this drawn or cover page 6750 Forum Drive
listing this drawincl indicates acceptance of professional engsneering responsibility solely -for the design shown. The suitability and use of this Suite 305
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249604 / GABL Ply: 1 Job Number: N334496 Cust: R 8975 J Ref: 1 X3G89750042 T1 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20324
Truss Label: C1GE SSB / WHK 03/05/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
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 R
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
(TYP)
=4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
14'
7'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.005 J 999 360
VERT(CL): 0.008 J 999 240
HORZ(LL): 0.004 H - -
HORZ(TL): 0.006 J
Creep Factor: 2.0
Max TC CSI: 0.308
Max BC CSI: 0.177
Max Web CSI: 0.142
VIEW Ver: 20.02.00A.1020.20
03/05/2021
♦ Maximum Reactions (Ibs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 68 P P /38 /30 /13
F 268 /- A /206 /134 /-
Wind reactions based on MWFRS
B Brg Width = 159 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 377 -129 D - E 376 -129
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 - 238 H - E 511 - 238
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10,
as applrcab3 Apply 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.
Alpine, a division of ITW BuildinlgComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the nu wcoMvauv
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineering responsibilityy solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer perANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249616 f EJAC Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89760042 T15 /
FROM: RWM Qty: 14 ,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20496
Truss Label: EJ7 SSB / WHK 03/05/2021
9'
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 "
C
127 11
12
6
M
O V7
M
V'
B
13 A 5,8"
D
�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 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 it
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
o. 708 1
da SAT 0
F 1 ow
� -
cOAc�s�ONAL
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- A /249 /108 /208
D 125 /- /- /73 A A
C 174 A /- /128 /169 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, 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 ri id ceilin 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 Joint9Detalls, 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 pNmvcaupNr
truss in conformance with ANSI 1, or for handling, shipping,, mstallation.and bracing of trusses: A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibili�tvv solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Buildinggesigner per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249606 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T11
FROM: LPM City. 4 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20590
Truss Label: CJ5 KD / YK 03/05/2021
4�
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 "
C
11'2"5
12
6
M
(V M
fM
B
A t
8'8N
D
1, 411 4
411 "4
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.
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):
Deft/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /-
/200 188 /152
D 89 /- /-
/51 /- /-
C 118 /- /-
/85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
D Brg Width = 1.5
Min Req = -
C Brg Width = 1.5
Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing, and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid 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.. f�efer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildinq Components Group Inc. shall not,be responsible for any deviation from this drawing, any. failure to build the ANfIWCOMP—
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover pa 4e 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solelyor the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSIrrPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON:249607/ JACK Ply: 1 Job Number: N334496 Cust:R8975 JRef: 1 X3G89750042 T26 I
FROM: LPM Oly: 4 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20309
Truss Label: CJ3 SSB / WHK 03/05/2021
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
Soacina: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
T
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
X.
•
lb
0.708 I
O
X'00 yt, 1
COA NALl tY \\
03/05/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care
Component Safety Informatior
bracing per BCSI. Unless note
attached ri id ceilin Locatior
as applicable. App y plates tc
drawings 160A-Z for standard
Alpine, a division of ITW. BuildinlComponents Group Inc., shal
any
10'2"5
ch
CV
$-8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 !71 /99
D 50 /- !- /27 /- /-
C 63 /- /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width =1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
I not,be responsible for any deviation from this drawing, anyfailure to build the
1g,. installation and bracing of trusses. A seal on this drawin or cover page
Bering responsibility solely -for the design shown. The suitability and use ofO is
signer per ANSI/T I 1 Sec.2.
AWC:
ALPINE
AN co-p"'
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 2496081 JACK Ply: 1
FROM: LPM Qty: 4
Job Number: N334496
,7A5/320 ,182EC,E ,RIO1 / 1828/CALI/4EBB ELEV.C/E
Truss Label: CJ1
Cust:R8975 JRef:1X3G89750042 T27 /
DrwNo: 064.21.1100.22027
KD / WHK 03/05/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
V
9
2X4(A1)
11 rr
lei
1 r � 11 rr4
9r2rr5
co
M 8r8tr
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 Udell 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): -0.000 D -
EXP: C Kzt: NA
Mean Height: 15.00 ft
Building Code:
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
C&C Dist a: 3.00 ft
Rep Fac: Yes
Loc. from endwall: Any
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
%ArnvF
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.
Truss(
Comp
bracin
attach
as apt
_ drawir
Alpine
truss i
listing
drawir
For me
HORZ(TL): 0.000 D -
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
Ve r: 20.02.00A.1020.20
—
0. 708 1 '
IV
O
COA 0 AL
03/05/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- ! Rh / Rw / U / RL
B 143 A /- /145 /76 /45
D 11 /-2 /- /14 /10 /-
C - /-15 P /29 /33 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
lent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
B
BCSI. Unless noted otherwise, top chord shall have Fr roper attached structural sheathing and bottom chord shall have a properly
y 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. Refer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Building Components Group Inc. shall not, be responsible for any deviation from this drawing, any, failure to build the
conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawir or cover page
tis drawing Indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
for any structure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2.
information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ]CC: iccsafe.org; AWC: awc.org
ALPINE
--COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEON: 249609 / HIP_ Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3G89750042 T16
FROM: HMT Oly: 2 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 064.21.1100.20637
Truss Label: HJ7 KD / WHK 03/05/2021
5'3"5
5'3"5
9'10"1
4'6"11
n
12'2"3
12
4.24 2X4
C
v
m
ih M
'v
B
T
4.3 A 8'8"
FE
2X4(A1) =4X4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�— 1'S"
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: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0.162"x3.5") nails at bottom chord
9'2"2
9'2"2
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
PP Deflection in Icc Udefl U#
VERT(LL): 0.040 F 999 360
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C -
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
03/05/2021
Ve r: 20.02.0 OA.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 326 /- /- /- /154 /-
E 364 /- /0 /- 184 /0
D 214 A A A /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI.. Unless noted otherwise, top chord shall have properly attached structural 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 Oates to each face, of truss and position as shown above and on the Joinf 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 AN wCOMPAW
truss in conformance with ANSI rPI 1, or for handling, shipping,, installation and bracing of trusses; A seal on this drawing or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional enc Lmeering responsibilit� solelyorthe design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites_ Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
Gable Stud Reinforcement Detail '
ASCE 7-16i 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
❑r: 120 moh Wind Soeed. 15' Mean Heinht. Partially Fnrinced. Fvnncuro n- Kam+ = 1_nn
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace x
(1) 2x4 'L' Brace 9
(2) 2x4 'L' Brace 3Km
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace Ir
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 10'
6' 7'
6' 10'
7' 9'
8' V
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
U
S P P
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
H F
Stud
3' 8'
5' 9'
6' 1'
1 7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Q
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
1 8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
Q%
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
1 14' 0'
J
S P
#2
3' 10,
6' 7'
6' 10,
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
1 14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
(u
D rr L
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7
10, 11'
ill 8'
14' 0'
140'
d
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
J
r
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P r
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
U
r
H
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
O
I
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10,
12' 8'
13' 7'
14' 0'
14' 0'
\
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
Ill 1'
14' 0'
14' 0'
14' 0'
14' 0'
/
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7
Ill 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' S'
6' 10'
8' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
Q�
D P L
Stud
4' 4'
6' S'
6' 10'
8' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10, 2'
10, 10,
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
u P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' D'
14' 0'
14' 0'
O
�l
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' B'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' D'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
�--t
D P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0' 1
13' 7' 1
14' 0'
14' 0'
14' 0'
AEiaut
able Truss
Diagonal brace options
vertical length may be
doubled when diagonal 18'
brace Is used. Connect
diagonal brace for 600#
at each end. Max web 'L' Brace End
total length Is 14', 4 Zones, typ,
2x6 DF-L #2 or
better diagonal T_
Vertical length shown bracer single 8,
In table above, or double cut
45' (as shown) at
upper end,
Connect dlagon6t at / / / A4
midpoint of vertical web. 41 Refer to chart jjk
wwVARHIN(lww READ AND FMLLOV ALL NDTES 13N THIS DRAWINGa.
wwINPGRTANTww FURNISH THIS DRAWING TD ALL CONTRACTDRS INCLUDING THE INSTALLERSC
Trusses require extreme care In fabricating, handling, shlpping, Installing and bracing, Ref ti
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCI fo sd
practices prior to performing these functions, Installers shall provide temporary bracing pe B
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint 1
shall have bracing Installed per BCSI sectlons B3, B7 or BIO, as applicable. Apply plates to early
of truss and position as shown above and on the Joint Details, unless noted otherwise.
ePNRefer to drawings I60A-Z for standard plate positions. '
AlPlne, a division of ITV Bulltling Components Group Inc shall not be responsible for any deviaV
this drawing, any follure to build the truss In conformance with ANSI/TPI 1, or for handling, ship:
AN ITW COMPANY Installation 4 bracing of trusses,
A seal on this drawing or cover page Usti:g this drawing, Indicates acceptance of professional
11514\ Earth\ City\ Expressway engineering responsibility solely for the design shown. The suitability and use of this dravi g
11Suite1242 for any structure Is the responsibility of the Bultding Designer per ANSI/TPI I Sect.
\\Earth\City,\MO\63045 For more Information see this Job's general notes page and these web sites,
ALPINo www.alpineltw,comi TPI, www.tpinst.argi SBCAi www.sbcindustry.orgi ICO www.lccsafe.org
Bracing Group Species and Grades:
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standard #2 Stud
43 Stud #3 Standard
Dou las Fir -Larch Southern Plnexxx
#3 #3
Stud Stud
Standard Standard
Group BI
Hen -Fir
#1 & Btr
#1
Do,, u las Fir -Larch Southern Plneww'w
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board),
wwFor Ix4 So, Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values mn be used with these nodes,
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240,
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0,128'x3.0' min) nails.
)K For (1) 'L' brace: space nails at 2' o.c.
In 18' end zones and 4' o,c. between zones.
)JE;KF'or (2) 'L' bracesi space nails at 3' o.c.
In 18' end zones and 6' o,c. between zones.
'L' bracing must be a minimum of 80X of web
member length,
Gable Vertical Plate Sizes
00
1 41NflI
illit J •,
Vertical Len th
No Splice
Less than 4' 0'
2X3
Greater than 4', but
less than 11' 6'
3X4
Greater
eater than 11' 6'
4X4
i ��//ice I + Refer to common truss design for
'ww• • peak, splice, and heel plates.
• j� Refer to the Building Designer for conditions
ax abl ve tl• le' th, not addressed by this detail.
®' REF ASCE7-16-GAB16015
DATE 01/26/2018
S AT O DRWG A16015ENC160118
MAX, TOT, LD, 60 PSF
/05/2021
MAX, SPACING 24.0'
Reinforcing
Member
Goble
Truss
Gable Detail
For Let -in Verticals
Gable Truss Plate Sizes
:)propriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates,
vertical plates overlap, use a
to that covers the total, area of
apped plates to span the web,
2*2X4
2X8
rroviae connections for upurt specifiea on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsi
10d Common (0.148'x 3.',min) Nails at 4' o,c. plus
(4) nails In the top and bottom chords.
Toenalled Nallsn
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 Detall Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 g 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 U819PnftiQj
S11530ENC100118, S12030ENC100118, S140310ENC 30 1001ys //y,
S18030ENC100118, S20030ENC100118, S20030E 01 0•• 4jQP.I,b,,10l�6
See appropriate Alpine gable detail for max[l4 ejl gr{clRg e�ZQ l
'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
Exampler
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7'= 11' 2'
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
. WARNINGl- READ AND FOLLOW ALL NOTES a THIS DRAWING! s a U. r UO 1 REF LET -IN VERT
MINPORTANTer Fl1RNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS( •
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. RefNN
Mn$ DATE 01/02/2018
follow the latest edition of HCSI (Building Component Safety Information, by TPI and SBCA) Ftyeprnctices prior to performing these functions. Installers shall provide temporaryybradngpCSI.Unless noted otherwise, top chord shall have properly attached structural sheattJng and 6m cDRWG GBLLETIN0118
shall hove a properly attached rigid telling. Locntlons shown for permanent lnternf s• �i PL
shall have bracing Installed per SCSI sections 23, B7 or Bill, as applicable. Apply plates to e.C/j •i [, _ �1r
of truss and position as shown above and an the Joint Details, unless noted otherwise. • (�.V
PI ReFer to drawings f IT for Building
Cop pints positions o � ��l t • ��1���
Alpine, i division of ITV Building Components I Group ma, shall not SI responsible for any devlatto r •�• {•�•••
this drawing, any in of to sued the truss N conformance with ANSI/TPI 1, or for an in",
shippin wa•wu•■ �' ' MAX. TOT. LD, 60 PSF
AN ITW COMPANY installation 4 bracing of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional /// .t{,, 0 /0$�202 i
11514% Earth% City\Expressway engineering responsliAlty solely for the design shown The suitability and use of this drowing �iyj (l'L 1.$�, \N DUR, FAC. ANY
11 Suite1242 for my structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. MN I
1\Earth\CityA MO\63045 For more Information see this Job's general notes page and these web sites, MAX. SPACING 24,0'
ALPINE, www.alpineltw,coml TPA www.tpinst.orgl SBCA, www.sbc[ndustry.org) ICG wwwJccsafe.org
Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
,Top Chord 2x4 SP 42N, SPF #1/#2, DF-L #2 or better. Unless specified otherwise on engineer's sealed design, for vertical
Bot Chord 2x4 SP #2N or SPF #1/#2 or better, valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
Webs 2x4 SP 43, SPF #1/#2, DF-L #2 or better, web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
W)I� Attach each valley to every supporting truss with, Lateral Restraint applied at mid -length of web is permitted with diagonal
535# connection or with (1) Simpson H2,5A or bracing as shown in DRWG BRCLBANC1014,
equivalent connector for
ASCE 7-16 180 mph. 30' Mean Height, Part, Enc. Top chord of truss beneath valley set must be braced with,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1.00 properly attached, rated sheathing applied prior to valley truss
Or installation,
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc, Or
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00 Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Bottom chord may be square or pitched cut Or
as shown. By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required, WwX Note that the purlin spacing for bracing the top chord of the truss
shall be permitted in lieu of fabricating from beneath the valley is measured along the slope of the top chord,
separate 2x4 members,
++ Larger spans may be built as long as the vertical height does
All plates shown are Alpine Wave Plates, not exceed 14'-0',
2X4 4X4
3X4
12 Valle
12 Max, Spacing
2X4 X4
Pitched Cut Square Cut Stubbed Valley Optional Hip
8-0-0 max •+ Bottom Chord Bottom Chord End Detail Joint Detail
Valley 4X4 Valley
** /
12 or m n T u sses
12 Max. F-- z at 2 ' o, ,
X3 ll S t
1X3 6-0-0 ����` a 4
5X4 3 (Max Spacing) Q`1 ��9
1X3 1X3 2X4 o-G ,0utllmlru
SQ � aA N „ ,,,,
®d'��r mmon Tf usses Partial Framing
20-0-0 (++) s�.® �E ''• i -r at 24' o,c, Plan
Supporting trusses at 24' o,c, maximum spacing,
s
■UDWERTANTu RNISH THISS DDRA AND
� DMI�CINTRAACCT1>RS INCLUDING THE DUTALUM& VING�' LL 30 30 40 PSF REF VALLEY DETAIL
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer .mod a TC DL 20 15 7 PSF DATE O1/26/2018
follow the latest etlltlan of SCSI (Building Component Safety Information, by TPI and SBCA) far f
practices prior to performing these functions. Installers shall provide temporary bracing per SI. C
Unless noted otherwise, top chord shall have properly attached structural sheathing and bott chow S BC DL 10 10 10 PSF DRWG VAL180160118
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint o •qqyyqq • �.a /'11
shall have bracing Installed per BCSI sections B3, B7 or IIIO, as applicable. Apply plates to each ;gaL'A/ iL� �'
of truss and position as shorn bove and on the Joint Details, unless noted otherwise. �„ .� fi d' V� BC LL 0 0 0 PSF
API Refer to drawings 160A-Z for standard plate positions. l
Alpine, a division of ITV Building Components Group Inc shalt not be responsible for any deviation n+•• •' yP` TOT. LD, 60 55 57PSF
this drawing, any falture to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, �•wnn •w••
AN ITW COMPANY installation 1, bracing of trusses. �(
A seal on this drawng or cover page listing this drawing, Indcates acceptance of professional fqa S�O�AL �� ���
11514\Earth%City\Expressway engineering respon�Rlty solely for the design shorn The suitability and use of this draw ,Y
11 Suite\242 for any structure is the responsil Aity of the BuRcIng Deslgre per ANSI/TPI I. Sect./�5/ZOZI DUR.FAC, 1.25/1.33 1.15 1.15
11 Earth\City,\MO\63045 For more Information see this ,Job's general notes page and these web sites, SPACING 24,0'
ALPINEi www.alpineltw,comi TPB www,tpinst.orgi SBCA, www.sbdndustry.orgi ICC, wvJccsafe.org
Valley Detail - ASCE 7-16: 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
34�1� 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 ---0-i
4X4
12
12 Max, I
1X3
1X3 (Max Spacing)
1X3 5X4/SPL 1X3
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing.
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 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:
property 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,
*XX Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord.
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
Valle
Spacing
Pitched Cut Square Cut
Bottom Chord Bottom Chord
Valley Valle
Toe -nailed / y
12
10 Max, 12
9
2� SQ��A�pTn+ruFceruu�,�,J
Cor
2X4 4X4
Stubbed Valley Optional Hip
End Detail Joint Detail
T
EME11
Mon Tr usses Partial Framing
at 24' o.c. Plan
..VARlmra.. READ AND FOLLOV ALL NOTES ON THIS BRAVINGI - U. f Uo LL 30 30 40PSF REF VALLEY DETAIL
..IMPORTANT.. FLRMSH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLrRE •
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re aad . TC DL 20 15 7 PSF" DATE O1/26/2018
follow the latest edition of HCSI (Building Component Safety Information, by TPI and SBCA) f efi�yy
practices prior to performing these functlons,Installers shall provide temporary bradng HCSL• S
Unless noted otherwise, top chord shalt have property attached structural sheathing and b tom ch�d BC DL 10 10 10 PSF DRWG VALTN160118
shall have n properly attached rigid telling. Locations shown for permanent lateral restrain of be /':
shall have bracing Installed per SCSI sections B3, B7 or 1110, as appllcoble. Apply plates to ed�h eo• •i !, 1•
A PI of truss and position as shown above and an the Joint DetaRs, unless noted otherwise. BC LL 0 0 0 PSF
Refer to drawings t60A-2 for standard plate positions, w����i��C
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any devintl 4�4 0•• T❑T, LD, 60 55 57PSF
this drawing, any fallure to build the truss In conformance with ANSI/TPI 1, or for handling, sPoppl •••��•'�•
AN ITW COMPANY Installation 6 bracing of trusses.
\15141 Earth: Cit \Ex Expressway e A seal on this drawing or cover page Usting this drawig, Indicates acceptance of professbnnl f/ �A�
Y P Y ngtneering responsibility solely for the design shown. The sultnbllity and use of this drawkg
ll
1l Suite\242 for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec2. (+g , l,Tr+ /05/2021 DUR,FAC. 1.25/1.33 1.15 1.15
1\Earth\CitYA MO\63045 For more Information see this Job's general notes page and these web sites,SPACING 24,0'
ALPINEi www.alpineltw.coni TPI, www.tpinst.orgi SBCAi ■ww.sbclndustry,orgi ICC, wwwJccsafeorg
R
ec
VALLEY FRAMING & BRACING DETAIL I
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 II, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-20,180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-011 for 30 psf (TL) and 20 psf (TD) Max.
ce the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gered between rows.
ITYp)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(••) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
4 16d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
4 16d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
rtpp a to pur to 316d toe -naps
,,. , I'N"G"'N rr a E.-S'. to AKr .scut 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" long
nailed w/ 2 -10d (0.148'W") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of cripple with 10d f0.128"x3.0") nails at 6" o.c. 'T' ar scab must be 90% of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces wl "T' or scab. Use stress
graded lumber & box or common nails.
Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed Into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples If cripples fail between
lower truss top chords and lateral bracing Is not used.
-Apply all nailing in accordance to current NDS requiremen�
Nails are common wire nails unless noted otherwise. He
■sVARrallria READ Alm FILLDV ALL rv1Es w nGS DRAVDCi
s�PIRTANTu FIiMaSH TIeS DRAWMI lit ALL CRARACTIItS Dr11mnr. THE DLSTALLERS.
Trusses regal-e exbvne care k, fabNcatkV, hnrr LN, sNppkq, InstoltkV and brad,, • Refer tnan
folio. the latest edtlon of 11CSI CUlr6p Conporent Safety Infornttlon, by TPI and SBCA) form t
practices prior to perfornN these functlons. Installers shall provide ten=,, br'adng per 8CTS7.
LWA s rated otherelse, top chord shall have properly attach d structural shratHng and bottom Sh
shall have brvck�kuytanl��d HOW eetkip. Locations shorn for pernment tatenrol restrnitt of
d j7 j� fj� per aboI section D9, J nt 110, as appecable. Apptr plates to each r
�� I I\\vl l of truss ord posKkon as shorn above and m thx Jdnt Details, unless noted othe la
u Refer to d-ask,s 160A-2 fm standard plate post4ons.
AN RWCOMPANY ttis •dw�wkK myfa%Al of tto� build he s M�cmnForhaance�� M73I�I 1, or for h el deviation f
krstolte,tlan 1. bracing of trusses. � �, "0'
A seat on this`dros4,g or cover page tlstk,g this dneMg, kdloetes omeptmK of prefesdo al
fm�re�er y solely for tM deshen sho— The saltohrtty and use of' this d—kV
13389 Lakefront Drive �s w Fe t!r—p—lblotty tfw 7uMlp Desfgrrr per AnSI/Tp1 1 Sec
Earth City, M02045 For none kd'ornatlon see this Job's gerrral notes ppaage and these .eb sltea
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?Q r
(A) (13)
IC LL 20 30 40 54
gC DL 10 20 7 7
hC DL 0 0 0 C
BC LL 0 0 0 C
TOT. LD.30 50 47 61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNVI801015