HomeMy WebLinkAboutTruss14'-0" 4'-4" 21'-4"
Id
39'-8"
Total Truss Quantity = 57
REFER TO
PAOC FOR
CONNECTION.
1 -o'
TYPICAL 7' SETBA
CORNERSET LABEL
AND SPACING
SHINGLE RO
6
2Y4
D-
HEE3/1 -
- 0
PLUMB =
f-
10 Reviewed for Code
Compliance
Universal Engineering
Sciences
THIS IS A TRIOS PL•O)OR PLAIT nS INlTFW TO AID IN THE DWALLATIEN OF MIME& EKO EQ+dD TRLSS MAWM AIOI
MlOO7ECR11ALS SUPER E I= MOMNE W.
—Labeled End Mark
QTE ES UN PLAN IE CO.00ALIaN iRIRS FSfA IRSERA➢0 PARR AYUDAR EN LA D4TALACIal1 OE TR165ES LDS IIIDU.CS T IIIIfmULfECi11RA5
]E D1CiEl11121A !E DifiMOlA SIPERAN ESfE D0LUk7/1
MKLi1-ftT GNM mNmC1Ol
•LL R= a K F• TQirtn MTL IVZ IM m m
m iuf art m •LTO T"M VDIOA' WR Di V an,¢ Mat
oV�iC Val lml c A vn1OR 1!� MITIG •1T�V/L n
MWA®r VNu M c AmMgr1T =MNM m Gass T[ mAts
s�fm °mG a S..rm m Aor raTet A� AIRm 1fa M
•T tlOmaOt maRaCl6a MmR4 MC
b� n M TAIB A T196ati Ma a6r i allAfi Na M
Spy TW TWeGS AC SET M WU m AVam MY=
ImrM
mx l t Vm• rdTVTa
TIMt lAS TAMS SQ•t MiIDtS JMFK mr a ^e aAVm T
Call[ N IILTm rm t m m mtmReontra c [STA TmK US Fa = M Im•maa tm[O taa'M a •11mMlYmIR
A110VjaI f@VY P
a mr iur aArm me a t
rAtFI IiLVAR uF urws MIIESfAt rve lm ,Imo a Taws, T oe>+a
silo c u MLTAtAlaar T A Q AASTM aMlam FAeaA Im MS
Him X Dlzm A SIF�iRAD\S
I•atAa OMfAlEVlO c mlv!® EM GLOLIrIs OaRN:taa R
IS W
s maA-so
CSTAR P LIGee T OI tmv>m •rls a ae Im reefs c
teat LVTrAv us vr�e
F
General Notes
1) AI Potty dvd foesM Pot fnarm old fm
¢td= tiara Ma fop d-d poll* PNW W—
m be ietafsd ¢em tCdF t¢
2) N hayae m M Segam IxR26 mlaT dlmim
eefad.
3) tM Irm VOC4 is 24' OA u im aUtaebe
mi
4) Pr Trust Pwa Ynbtde Bmi-m iemmmdWafim
pam wd X-Wady dtadd he pN t a
me— $pod" 15' = a"m the FPOA in
be rePeaLrd d a mmumm d 20' bdeeat mdI
x-hae mrooy�ad the *ucbm.
Pbma infer m B .Uml for any adt15 brcig
ddSL
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL = 7 PSF
BCLL = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 X
NAND SPD/TYPE= 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESMENTL41 CAT H
NAND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2017
TPI 2014
Truss member deafn ector & connplates
d.igo�ad for ASCE 7-10 and matammvm
f 6om both compon®ts, and claddings
and main wind fora resisDng systems.
• These trttssa have been reviewed m emry m
additional ION psf non<oaemreat bottom chord Inx
load
FLOOR LOADING SCHEDUL
TCLL, = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
Au REAC140NS AND UPL OTS
AM SHOWN ON ENGWEERDIG
WALL, KEY
® 0
DESCRIPTION [NIT. DATE
ttla e¢ rN a awl
Ma m1 McJter [N Vltl W
of W. C m•I a
s CZM M— r VMI IIR r
s tin lea
rQ lD Irrr fN
f7t to mi
t♦0• olr maw c•m.17b Y�t�C R
p Mlam RV. CIRIDr t•R e!
- 1
I-
I-
I-
� I I l
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE r. N. V.
WINTER HAVEN FLORIDA 33880
PHONE' C800) 959-8806
FAX- C80) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECTCIU2=E
MODEL 1828/CALL/4EBB
CCA PROJ/MODEL/ALT
7A5/ 320/182EC,E
ALT DESC
OTC 3330 TRINITY CDR
LOT 41 BLOCK
DESIGNER
[PA;GERFS
TE
3
30 17�NLE
N334496R,q
"=V
I
"R01—R"
14'-0' Id 4'—e 21'-4'
39'-8'.
Jr'
Q
N
REFER TO EH L
PACK FOR .
OONNECf10N.
TYPICAL 7' SETBACK
CORNERSET LABELIN
AND SPACING
t
Reviewed for Code
Compliance
Vniversai Engineerkig
Sclenc;es
Labeled End Mark
TotalE.
00 NOT CUT OR ILL.TER TRUSSES WITHOUT CONSENT OF THIS OFFICE. BACK CHARGES
WILL NOT BE ACCEPTED WRHOUT PRIOR WRRIEN APPROVAL BY OUR SERVICE
DEPARTMENT AT CARPENTER CONTRACTDRS OF AMERICA INC. 877-293-9487
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN - THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND
ARCHITECTURALS SU.PERCEDE THIS DOCUMENT.
F'
General Notes
1) N Pmfd dad b1ftux, Not b=6 W flat
*d- low Ur top dad Pail pd W 7m
2) =-.- to grRon .. a1M�lw
3) m trm goeip is ze O.C. s h. vtlsn(w
4) Pr Tm PAO J Mft 80-81 n-.&ti .
p 'a. X-&oSq OVA M OMW d a
mmia goc4 15 O.C. mow Uw gm, to
b rgabd d c m 4.1 cf 2Y bot— wd
Rbmw�mfr t.%7BI fadaq -MUad kv*
ROOF LOADING SCHEDUL
TCD =_20 . 7 PPSF
SF
BCDL 10 PSF
DURATAL ION — 126 PXSF
MIND SPD/TYPL= 180
ENCLOSED
BLDG EXPOSURE — C
USAGE a RESIDENTIAL CAT D
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2017
TPI 2014
Tmsseemmmemba desigv & m-eetpr plaics
f rcd g..o d f., s:om 7-10 and d�dJln "
and main svlud for �C us ng systems. $
• These 1msms have been sa.1 b. t iv evrym
ndditivml I0,"psfvan<o eunem bmtomehosdhsx
ImJ.
FLOOR LOADING SCHEDULE
TOLL = PSF
TCOL PSF
BCOL PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
AIL REACnONS AND TIPLU7S
ARE SHOW ON ENGUiEERING
WALL KEY
v06CRIFTXN Mr. DUE
sw Mug. ..wmc spa c ■ns Anna
a m wss icv voo iwr - �iwu
)� .W xmI rwncl
1a Fra snI r�1
w/1NY
Id �flmplwE ��Y�wpR i.JV1a
'/LOAD% DESCRIPTION TNfr. DATE 1
CARPENTER
IR CONTRACTORS
OF AMERICA
3900 AVENUE G. N W.
WINTER HAVEN FL13RIDA 33880
PHOW.,(600) S59-6806
FAXj (863) 294-2488
BUILDER D.R. RORTON STATETTIDE
PROJECTCREEKSIDE
MODEL 18213/CALI/4EBB
CCA PROJ/MODEL/ALT
7A6/ 182EC.E
ALT DESC
OTC 3230 TRIBIM CHICLE
LOT 41 BLOCK
3730/17 1 1
h33449GR 1/"4 "=1'
I
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
1911 HORTON /STATEWIDE
Jik5 CREEKSIDE
182EC,E
Lot: --41 --- - � Block: ( -----� Unit:
Address: 3330 TRINITY CIR
.............................................................................................................
JobNumber:N334496
..........................................................................................................
Revision Date:
New Load #:
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
RH01
Reviewed for Code
Compliance
91 Universal EngineefiN
sciences
�L.P.I1 VE
March 13,.20.19 M rrW CMIPANY
W. Bob. Michaelis
Caro6rit.prZ oritrActots of Amdriba.,Jhda.
-3900 Avenue(;, Norffiwest-
Widt6t H2fVen,,:FL 33.880-6201
Re: AlternafiVO IhstillationsJor 6 single ply carried truss with a width le..s than
s t . the hanger width, :arid
wood, .blocking foachieve full design load: valbe.for Md.untOdhangeratta6hiii6rit :an .-a, one ply
supporting girder (Reference detail WA3M2).-.
Pear Bob,
Fora single ply carried truss with' 'a width 16st than the hanger. "width -you. can. install a. prefabricated jack
stab truss for Wood.filler- blockih :The chord: siies- ch �d.
9 grades, and -Al Pirf, `c 'hh' ctbr.platO'(s) to -
be the. sarrie as the single: ply- carn e-d truss. The prefabricated .jO'ck: scab'trUss (*):W.ill have a..miniMuM
length of 4W a willhave a min) mum.pit6h-:of,5/1-2. The single ply. carri'dIcuss shall bavOai . reaction of
and ..
3, . 5004 or le!�s Attach
tach prefa bd ca I t e fa Jack:s cab.truss. with: two. rows of 0.1 : 2 8 "xS,O".-'G in Nails at2'
O.C. per row, -staggere` d 1":(See 'FldiUe6 I belb*). P16as&.fef&r to the' Simpson Strong -Tie Catalog O-C
2Q1 : 91. paqp 216'. Figure :3for more information:
Figare *1
Fora singib-pl—, Me'rAhat requires wood blocking to,achfiove-.�fdll design load value for face -mounted
hen ply girder with the game size. and
hangers attach one wood- block 'the back face of singje::
grade . As the bottom: chbrd, of the. single. -ply girder. The Wood block ler1g.th to be such that. -the -wood
blocking extends to each adjpq'e'nt�'panel points .:(W&bs-.afid b0orn'chbrd intersections);. Attach wood
block w it'h -two;_,-'- (�-) - row S. - qfb. 12 8,, x.3. 0" dun Nails d.t - 0, 0*, l.b.i.. per row,. 6t ag g p red 3.0 applied to the
6760Forum Drive 8uite 505 -.'(8 3):42278685
Orlando; FL 32821 .. S.-
mwmatpineitm,com
ALPINE
singleplygirderface; with an aO#onal 20) 0, 10! -28,4Gun"Nai.Is jg.each
pane*l point. applied tothe,
wood. blobUtbe (See Figore'2 1�611bw)-. _ Pleas6 t6f6fto the Simpson . .S;trohg-Tie:Cat4IoO C- C'20.1*9i
p6be 216,. FiO.Urb.-1 for more information.
Figure 2::'
.... .. ........
The -application of 1p'rdfabriiciiated jack scab truss for Wood fille'rblockingi:or wood blocking to achieve full.
design load value for fqce=mo.unted hangers must be :approved by the. hardware manufacturer:
All edge -and end: distances, and tpai6in for all nail connections must; be SuOicieritto PeeVentsplitfirig of
-'Wood.:
If I can.be. of any further assistance: or if you have any:questions; please7give me a cal . I
Wlfiatp H. KHq'k--jP.E.'.
Chief Engineer
Alpine
IT , W Company
Engineering
Orlando, FL
6750'FbtUM - DrW&. Suite 305. ;Oflainid6, FL $2821 - (KQ.Y.5.21-9790 - (863) 422-8685
1. wx.b.rti
61
ALPINE
O"mcompmv
April 26:2019'
Mr. Bob Mich ae'lis
Carpehter Contractors of Atheridef, Inc.
Avenue G..; Northwest
.
Winter Haven, FL 33880-620t
Dep.r. Bob,.
.Re'- Str6noback bridgihq, on tb6f trugse$.
I understand -there. is some concern over our'recommendations f6rstrdhgback bridging on- r'Oof1rus"ses,
StrorigbAckbrid bridging for roof trusses is not. a -requirement of:ANSI-�TPI 2014 nor is it are uIrementofthe ..g. q
Building Component -Safety, Information- .(5d5I*.ji;.But strongback bridging on roof* -:trusses is
recommended. by Carpenter Coihtradtdrt of.. Am6fta. Str6hgback bridging se'rV&,§ them. following two..
functions:'
One, bridging aligns the bottom chords after they: are. set :so. they are uniform. along the 'ceiling
M6 And elog'W,th_ceiling :serviceability
Twoibridging reduces i6l*iativddeflection 6f.adigbeht-ttUssd!§::
Strongback bridging'' -does not: prevent or reduce overall individual d6flectl6h, especially any r66fteUs96t,
_Aefteq#n_g Mqrq_f an 1/4" inch.
St bridging .. serve as
rongoaqX-bri in in roof trusses does not se ** '.teriio.'6r'a'ry..'O'e�eiiTn'*an6htbracing _and Is not
.intended to .distribute. or share design loads, beto.een Trusses. C - -n de ido lbad*' have`
pn8eique.ntJ
Y, _P
-been accounted for. With this. detail And continuous s-tron' gback'b H'dgihg thduld* not be -.Attached between
common And girder trusses. The use :of stron . gback bridging shall not, 'Interfere with other, design
considerati6ns as spiecifiecl.b�- the Erighek'Of Record drfh6 BUilcling:Design,6r.
The outer ends othe '$troO'g'bpcIk- bridging shall be.-Afta.ched.-to a. wall or anotharsecure end. restraint;
int -of
as. ,specified :.by i th''e Engine
er of Reaortl or.tlie Building .Designer:
Str6fidback bridgino's hall. be b- rriinimilm of 2x6 borhinal iUrnb6r. oriented with 'the deoth. vertical.:
Attach
with rn'3.) f6d :common. nails (0j62 x3Z") nails At i each intersecting member: When -extending the-
'strdng.badk bridging overlap by -At'a.minimpm of. two trusses.. The :location: of the. sfrongback bridging
maybe specified Jiy'the. Truss M.Aniu'fadture . r-,. Engineer of R66ord,. or Building Designer: -Please refer-toBCSI "Strangbackihg Provisions." debail for more. information. The. graphic
shoWh (FidUr'e'_- 1) it fbirgeMi6rid JiluttrAtive* purpose only.
,6750 Forum 'Drive:S . uite 305, Qrldndo, FL 32821- (800) 5214790i.- (863) 422=8685
www..WoineiWcomti
ALPINE.
P, V U L- t *f'N -L L. k..Iy . I j
F!gL;re.l.,
'if Lca n*. be of any further assistance' or if you -'have: any questions; plea all.
please; C
Wilbbi. H...Knek- 0.E.
pbief'.Eng'kipper
Alpine an ITW.'.Co.mpany
Engin�enng Department
.
-Qtl;kn.do- FLV82-1.
6760 - Forum Drive Sulte.365,, Orfen-dd,- FL 32821 (800).521-9790'- (8153)-.4224685
tw
..a pinel. ....CQM
STRONOBACK* 'B'RIDGING
BUTT.STRONGBACK
:BRIDGING TOGETHER
-of .,ATTACH SCAB WITH'10d;BDX.�GUN
41 Z6. (0,128'x3V). NAIL.S.'IN.9 RQWS'Aj
.,SCAB'* ' .61 D.C.
NOTE, 1N LIEU SPLICING. AS: SHOWN,
LAP* 1TR13NGBACk-'kRIDGING MEMBERS
FOR:AT LEAST 1314E TRUS:V:,SPACING
S BRIDGING:SPLICE
TREINGBACK, PLICE DETAIL
AN WCOMPAW
*rt"e
iefghks, Mo 83043
RECOMMENDATIONS
i M.-All scab -.on blocks -shall. be:. cx minimum-2x4*
'*tress graded lu.m.bet-',
MA(i strongback bridging and bracing sh6LI, be::a.
minthUm 2x6 'stress.. gr" 61 61 IuHbeq�..j
q
-pose Mi-The pUt- '� of strondback :brlclblhg I s-... to.
-develop load sharing 14etweenIndidd ( trusses,:
o r
'resutting In
an overall Ih&6asg
stIfPnessr.:of-1che. floor system, 2k6 . . ....
stflongback. bridging;pokltlohocl. ;as.'. .:s�.hiq.Wn In
cle'talts, Is' recommended at 10, =0,; o.c. . . (mox;>
'*-The, terms: 'b'rW'Ihd' :and :'be,*dcihg"1' ;are some-tImes
mistakenly •used -Inteirchangtably. " ''Brqdlh" I"s". a
n
i'mpprt6nt structural requireen f :any f - systim. Refer A :F: Truss. Design
or roof '': e- o- the
-Pr.q;*Inq (TDD) * ' for�, the; bradn§ fteqult;,"LEOM i ents,f6r
each indMdQat :s componeni. 'Bridging
.truss . I .1� . . .
1 particulaMy 'strongbq&:':brICIgjng. :Is ;a:
recommendation
!oh- fo.r 'a' truss system to help
contr..ol vibration. In: addition: to' :aidin6.. in
'the
dIstrIb.UtIon of point tbaols b ent
0U.06`6 ad
truss, -strongbackbrIdging servesto: reduce
NG. ,
qTS
c; pwca
Dounce* or res. I(XUCLV1 -t10h� I -.,
. . , I esUt Ung: f rom
moving Point loads; msUch as footsteps.
The performance of all floor -sys"tems -are
enhanced by. the. Installiatfoh bt str6h&ac14
bridging and --ther4efor.i�U. strongly recommended
ncle-cl
by Alpine,
For a6lckiondt f o In rho:tloh rebqrdlhq stronqbac*
bridging,, refer tp'.310St (BuItclin* Component
:Safety Information).
No. 708.6'1
A,
.LL.:
PSF* I
DL.
:PSF
bL
PSF
LL
_?SF
/LD,
PSF
FAC.,
L07
T A
�F-C----GMMENDED SHORING DE
....... ....
-WP '�n IF -TOMING t Sg -RULTION .9-A: aff, At - MORE
AC§.0 bf S !k,. S�OS,Ma
!fT--SN
�'rrI .. , M. Ox.-I-M UR QV!, R
-PLATES ANO.�
!ILL -�NO LARQR.:
TID IMOVE.- THI'S
5 URPLIC
DR.'. At
�CALE- NONE:
Cracked or Broken Member.: Detall
Load Duration = 0%
This drowing specifies repairs for a truss with broken chord Member forces May be Increased for
or web member.
This design Is valld only for single ply trusses with 2x4 or
2x6 broken members, No More than one break per chord panel
and no More than two breaks per truss are allowed.
Contact the truss Manufacturer for any repairs that do not
comply with this detail,
(B) = Damaged area, 12' Max length of damaged section
U = Minimum nailing distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member, Applyy one scab per face.
Minimum side member lengths) = (2)(l.) + (B)
Scab member, length (S) must be within the broken panel,
Nall Into 2x4 Members using two (2) rows at 4' o,c„ rows stagggered,
Nall Into 2x6 members using three (3) rows at 4e o.c„ rows sEaggered,
Nall usln9 10d box or gun nails (0,1281x3', m1n) Into each side member,
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade 01 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detail ma not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie -In loads,
S.
L L
r
�Typlco.
+ o + o + o + o
0 + o + o + o +
20
Stagger
+ = Back Face 10d Box (0.128' x 31, min) Nailsl
o = Front Face 2x4 Member - Double Row Staggere
2x6 Member - Triple Row Stagpere
Duration of Load
Maximum Member Axial Force .
Meminer�
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12r
620#
635#
730#
8004
Web Only ':,
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975#
10551t
1495#
1745#
Web or Chord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
3
1910#
19600
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
52254
5725#
Web or Chord
2x4
.
.48r
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
Nail Spacing Detail.
►aVARNINfilsn READ AND fOL40v ALL NOTES ON THIS DRAVDIOL
vNiHPORTANTim FURNISH THIS DRAVDIG TO ALL CONTRACTORS INCLUDING THE IHSTALLER4,
Trusses reswlrr estrtne earth fabrieatlna, hnmdlh0, shipppina InstallUp and bradnp RePtr to
/alloy tM Iatret rdNlon of ]C7l ®ulldMq Corparnt Safrty In ohnotlon, y TPI and S7CN for sa,
pprroaetkee prior io perfornhp iMsa functions Installrrs a1wN provkM tenparory MaeNp per X
Unlns noted otMrrlar, ++op chord shall have pneptrly attaeMd dtrlKtural sheattWlp and bottom
,. shall hev► a properly altoeFkd Nr�opbl er1G1,,�ay Lee.ntlona sheen For parnanent latrral rtrtroht of
shalt hour braelnD hstalled par eCS1 neikr+s >l3, 77 or 770, os rppaeebin AcnlY Plntes to each
QuJ� I O� of truss and posKlan os shorn above and on 'tha Jo1nt Dstols, antra:: metedd oiherrlse,
Ll� f! RfFar t0 d1'arinpf l�aM7 I¢r standard platy poaKlanR
Alpht, a tlNblon of ITV 7uAdho Conpenrnta Oro Snc, shaD net be respenalble Fore deShipp
AN RW COMPANYihfs drovinp, any failure to bWld 41x truss M con�arronce atth ANSI/TPI f, or fm� hond�p. shIPD
hst¢Ilatl¢n 6 • odnp ¢/ irusdes
A saal'vn iNs eMaeYq or 4over pappse IlatYp ildc droeFy, lhdcatss ocnptann of profeaadonal
.rplrra.a,a r+sponslblKy solely fey iFM desgn rherA. 'It,a sWtahllty and Use?f c a draalnp
133e94akehonlOAvr for any atruewe is tha rnpauaAtky of irw 7xeit" Do or per ANSInel srce.
Earth cky, MO 03045 Fer Wert Infornatlon See thls',pb's oaneral notts ppaoa and glesr sab slt►s,
ALPINE rvvAl nrltr,e:anl TPD vvehPlnetorgl SDCA, vreebe4�ofuatryorp, 1CG vrr$0safe,erp
L Distance
Dstan g L
ACING
Mlnhun
L Dktanee
8
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRD1014
24,0' MAXS
ETA PA N. 1p
Lumber Size and 0radeMinumum Reqrjiremqntr,-.
-j ICKiNGr
TRUSS
ON* TRUSS- UNDER VALLEY FRAMING
VXLL£.Y RA , FT EP,.OR R(DGE
ibtlpeM4,2i(%41dih. rafor..,s debebir
+CrJpoIob,41-W'ldr,30 psf (T*L)ajid -20 pof (.TDjMaio.f.
-V;dllay b
A me frOm-tho s r-sloopers.
idlo Etfd:Hd§o. 6aidlo iWerifiole(ocations are
AM
.... ... ....
stagger6tt'hetween rows.,
O.C. (TW
i ;,,
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SEA ABOVE
Pit
ndm and w*b. ;d
i
Simpson StrongWood Construction . . ( •
Face -Mount Hangers - I -Joists, Glularn and SCL
... _......--- -............................__.......................---._.-..................................._._........... -....................................__...................... ...... .... _................. .... -_.._............... _................. ...---.......
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
OKA
Carried
Dlm6nslons
fasteners
Allowable1oads
Member
I
(in:) '
;
'ctual
Joist
Model
Mini
DF/SP
SPF/HF
Code
Size
No
R
�,
Web
Max
Species Header
Species Header
Ref..
(in)
0
o
_
Stiff
Reqd.
' W
H
B
Face
Joist -
1lpllft_
Floor
Snow;
Roof
Floor
i Snow`
Roof:,
`
{160)
;(100)
(115}
(125)
,(00).
(1.15}�
(125},
Min.
(14) 0.148 x3
-
70
1,660
1,805
1,805
1,425
„555
1.555
IUS2.56/16
•
-
25/a
16
2
Max.
(16) 0.148 x 3
-
70
1,305
1,805
1,805
1555
1,555
1,555
21/z x 16
MIU2.56/16
-
29/16
15Y%
21/z
-
(24) 0.162 x 31/z
(2) 0.148 x 11/z
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
✓
2§1,.
101h
2
-
(16) 0.162 x 31/2"
(6) 0.148 x 11/2'
970
11,945
12,205
2,375
1,675
1,895
2,045
HU316 / HUC316
•
✓
29/ia
141/a
2Yz
-
(20) 0.162 x 31/z
(8) 0.148 x 1112
1,515
2,975
13,360
3,610
2,565
2,895
3,110
IBC,
MIU2.56/18 -
•
2a
17%6
21h
=
(26) 0.162 x 3Yz
(2}:0.14$ X 11r
230
3;745
4,045
4 045
3,220,
,3,480
3,480
LA
21/2X18'
HU316 /HL)C316,;
-
✓ ,
2946
. ,14.Ya'`
-21/z'
-•
;(20) 0162 x31z"',
(8} OA48:X 1"1h"
:-,1515
2,975
3,3fi0
�'3,610
2;565.
2,895
:3,110''
21h x 20
MIU2.56/20
-
29/16
197116
21/z
-
(28) 0.162 x 31/z
(2) 0.148 x 11/2
230
4,030
4,060
4,060
3,465
3,495
3,495
2Yzx22.:
'"
MIU2.56/20
✓
29ti6 �
1971+c'
21/z
`=
(28) 0162 x 31/2'
(2)'0.148"x 11/z
� 230 .
�
4-030
`4,060
�
4 060
3,465
3,495,
3,495
29/6 X 91/4
to 26
29/16"
wide joists use the same hangers as 21/z" wide joists and have
the same bads.
MIU3.12/9
-
31% i
9 �a
21h,
. -
(16) 0;162 x 31h ;(2)
0148 X 11h
` 230,
2,305
2,615
2,820,
1,380
2,245
2,425;
3,x 91/z. ".
HU210 2 /,HUG270 2'
•
_
3
81a
"O16
,{10)0 $3
1
2,80
0
3,250
305✓
2,605!
IBC
MIU3.12/11
-
31/a
111/a
21h
-
(20) 0.162 x 31/z
(2) 0.148 x 11/z
230
2,880
3,135
3,135
2.475
2,695
2,695
FL,
3 x 117/a
HU212-2 / HUC212-2
✓
31/a
109/�6
21h
Max.
(22) 0.162 x 31h
(10) 0.148 x 3
1,795
3,275
3,695
3,970
2,820
3,180
3,425
LA
HU3 25/12lHUC3.25t12
�
3?Za
11?la'
21h"-
.;(24) Oj162 x 3Yz
" (12)-0.148 x 3-
` ?4 `"
3,570
:4,030=
4,335
U75"
3,470
3;735
HU3.25716!
`
_
.Min
(20)0162 x 311a -
(8) 0.148 x 3 °,
�1516:
2,975
3,360`{
3,610"
2,560
2,890
3,105'
HUC3.25/,16'
.:.
31/4
131356
'21/z
.
Max.
" (26) 0;162 x 3'!s _.
, ` {12}'0:148 x 3
1F795
3,870
4,k6]4,695;
3 330
i 3;755
4,040".
-
3'Yaglulam
�;HUCQ2104-SDS
•
311a
9,
3..
=-(12)1/a"x21z'SDS
(6)1/a""x2li"SDS
:2,'.-5
r;�11
1,..1:,
4,ala
3 0U"�3,711�;�,71
FL
-HGUS3.25/10 ` '' - _
- •
31%a
85/a ;= ,
4, ..=''
(46) 0.762 X 311z
_ (16) 0.1fi2 x 3?/z
'4,095:
9,100
9,1DOy
9,100..;
7,825
47 $25
7,825',
IBC,
"
HGUS3.25C12
•
31a
105la
4
'"-
�{56)�0162 x 31/2
(20) 0.162 x 31/2
�5,040
'9,400
9,46019,400
81085
8;08518,085
FL
LGU3.25-SDS
=
31/4
8 to"30
41h
:- ;'{16)1/4:"x
211z' SDS
(12}"1a' xr21/i' SDS,
:5,555
6,720
7,310=
7,31,E
4,840
5,26515,265'
HHUS46
-
35/a
51/a
3
-
(14) 0.162 x 31/z
(6) 0.162 x 31h
1,320
2,785
3,155
3,405
2,395
2,715
2,930
3Yzx5Ya
HGUS46
-
3%
47/16
4
-
(20) 0.162 x 31h
(8) 0.162 x 31/z
2,155
4,360
4,885
5,230
3,750
4,200
4,500
HUS48
•
"°
='
341a
615A6
2
„-
s," (6) 0=762 x 31z"''"
(6} 0.1 i2 X 3Yz "°
7, f
1,595
1,815
1,960
1,365
1,555
� 1,680�
31h x 7�%a"
°:HHUS48
•
•
-
35/a
71a
3
-
j22) 0162 x 31/z1
" (8) 0.182 x 311z "
781,,
4,210
4,770�
5,140
3;615
t 4,095
4,415
HGUS48
•�
,•
-
355
71ti6;'
4
-
�- (36} 0162 x 31h;
(12) 0:162 x 31h "
13;235
7,460
7,460=
7,460
i 6 415
-6;415
6,415'.
IUS3.56/9.5
-
3%
91/z
2
-
(10) 0.148 x 3
-
70
1,185
1,345
1,455
1,020
1,160
1,250
MIU3.56/9
-
39/16
813/ie
21/z
-
(16) 0.162 x 31h
(2) 0.148 x 11/z
210
2,305
2,615
2,820
1,980
2,245
2,425
U410
•
✓
39A6
83A
2
-
(14) 0.162 x 31h
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,965
2,120
HUS410
•
-
39A6
815/6
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615
1,820
2,070
2,240
HHUS410
-
3%
9
3
-
(30) 0.162 x 31/z
(10) 0.162 x 31/z
3,565
5,635
6,380
5,445
4,845
5,486
5,545
31h x 91/z
HU410/HUC410
•
• •
✓
39A6
8%
21h
-
(36) 0.162 x 31/z
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
6,415
6,415
6,415
HUCQ410-SDS
•
•
-
39/16
9
3
-
(12)1/a" x 21/z" SDS
(6)1/4" x 21/z" SDS
2,265
4,500
4,500
i.;5(}0
3,240
3,24i1
3,240
HGUS410
•
•
-
35/8
91IN
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
LGU3.63-SDS
•
•
-
3%
8 to 30
41h
-
(16)1/a" x 21/i" SDS
(12)1/a" x 21/z" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
MGU3.63-SDS
•
•
-
35/a
91/4 to 30
41h
-
(24)1/4" x 21h" SDS
(16)1/4" x 21/z" SDS
7,260
9,450
9,450
9,450
6,805
6,805
6,805
IUS3,56/1188 e
- "
37a
"' 111a
.�2°=
' ,-^(12} 0148 x;3
-
1-`
1,420
1,65'
1,745`
,1';220
1;390%
1,485!
'MIU3:56/11 �.
�
-
391i6
11"1/s = -
-
21/z"
"-
"(20) 0.162 x 31/z'
,(2) 0.148 x 11/z
' ` 210
12,860
,3,135
3,135
2,475
2,695
`2,695'
�U414 " , - = „
•
•
✓ '
39716�
10 '` ,
: 2
-
,' (16),0.162,x 31h
_(6) 0.148"x 3 �
9, 0- ]
2 305
2,6'
-2,820
1980
2,245
2,425':
HNUS410,'
•
•
-
35%.
9
°3%
-
�(30) O.162 x 311s -;
- (10)0.162 x 3Yz -
a� -
5,635
6,380
3,445"
4,845:
"5,486
5545.
HUS412
•" '•"
-
j:39h6
10'h:-.
2',,
=::
(10) 0.162 x 3?h
(10} 0.162 x 3'/z "
14-Y5
2,660
3,025':
3,265,
2,275
2,590
2,795'
E
�.
Min.(16}
0.1 62 x'3*h
(6) 0.148 x 3
1135,
2,380,
2,685
2,890
(2,050
2,315
2,490
3Yz x 117/a
HU412 /.HUC412
•
3/16�
10§i6,
2h
Max
(22)0,162X,31h'
(1,0)0148x,3
.- .�5
3,275
3,69513,970,I2;820i3,180
3,425'.
HUCQ412-SD5 . <
•
• >'
-
`39%,
- 1T _
-
(14) "A"X 21h "SDS;
(6) Ya'';x-211z" SDS
�,2t15
5,0=So
5,(i=15
� � U 1�
3 f3iU.
,3,fa s(
3.r t i
HGUS412 i"
•
•'
-
35/a
10�6 "
4
-
(56) 0.162 x 31h`'
(20) 0:162 x 31h
5 040
9,400
9,400
9,400
'8i085
81085
8,085'
LGU3.63 SOS -
•"
•'-
-
35/a '
8 to 30
41hs
- "
(16) Ya" x 2Yz' SDS
(12) ?/a X-21h" SDS
5,555
6,720
6,720''
6,720
4;$40
4;840
4,840.
'
)MG
at0 0
4Yz3.63
"
1/a1
11SS7;$0
6dh
9,450US
9,450�
9,Q50:6�05
6,805
6,805Y-
HGU3.63-SDS',
11 to 30
41z
'-^
(36} 1/a" X 2Yz' SDS
(24)1%a'.x'2?lz" SDS
9,46
13 ;i fi01a"I8O01),!66,
9:47a
J, 475
9 75'
1
46 See footnotes on p.150.
Simpson Strong -Tie® Wood Construction Connectors
a
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.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
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
the THA29, nails used for joist attachment must be driven at an
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations; straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35/e" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
13l< for
THAC422
for
422-2
426-2
THAC422
Face nails Top nails
per table per table
W typical
21h' for THA422.2
and THA426-2
THA418
Double 42 - 2 face nails
Use full table value (total)
Single 4x2-4 top nails
See (total
nailer table
' Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of heade
® Double -Shear
Double Dome Double Shear
Shear Nailing
Side View; Naifng Side View
S
Nailing Do not (Available on
Top View bend tab some models)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
iyplwal aI1_+ v
Top Flange Installation
* to
Inote 5
p.187
86
THA/THAC
Adjustable Truss Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
0
'SON
goo
THA29
18
1s/a
9"tis
5'/a
1'/z
—
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
1,750
1,750
1,750
45G
1,330
1,330
1,330
27/e
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2,610
2,610
2_,610
450
1,985
1,985
1,985
THA213"
m18
..15/a
1335a
,5'h
2 ,
—
(4) 0148 X 3
; (2) 0.148 X°3
(4) 0.148 X 1'/z
.`
1€ ^s
4x
'- 1,460
1 70
t "10
11,10
THA218
18
15/a
173A6
5'/z
2
—
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 1'/z
1,460
14C0
1,460
—
1,110
1110
10
IBC,
f HA218 2'.
" 6
`3Ya :17'tis
-.
- 8 • :
2
(4) 0162 x 31h
(2} 0162 x=3?Iz
(6) 0.148 X 3
1 i "�
" a:
1 05
49i�
I 15
i -515
FL,
THA222-2
16
3Ya
22Y1s
8
2
—
(4) 0.162 x 31h
(2) 0.162 x 3Yz
(6) 0.148 x 3
—
1,960
1:995
1,995
I1,490
11,515
1;515
LA
THA426
14
3%
1 26
1 71/s 1
2 1
—
(4) 0.162 x 3Yz
(4) 0.162 x 3'/z
(6) 0.162 x 3'/z
—
12,43512,4351
2,435 1
12,095
12,095
1 2,095
THA422 2
r4
7Y,4 `
22"tie'
93/a "
2
— "
(4) 0.162 x 3'h
`(4) 0162:x 3'h,
{6) o.i62 x 3'h
—_
3,330
3,330
` 3,330,
—
2,865-
)2,865
e 2,865 '
FL
THA426-2
14
1 71A
26'/,s
93/4 1
2 1
—
(4) 0.162 x 3'/z
(4) 0.162 x 3Yz
(6) 0.162 x 3YzI
13,330
13,330 1
3,330 1
12,86512,8651
2,865
THA29
18
1 15/e
91,/16
5%
1
9"/is
1
(16) 0,148 x 3
(4) 0.148 x 3
525
12,265
2,2651
2,265
450
1 1950
11950
1950
THA213
THA218
18
18
15/a'
15/s
"13 `
17-M,,
' 5Yz "
5Yz
' = '
—
135/s
17�Ai
-.
—
;(14) 0.148 x 3"
(18) 0.148 x 3
i4} 0.748 x 3 `
(4) 0.148 x 3
f 8 �
855
2 04 "
2,450
,2,340
2,450
2,450 "
2,450
: _ ��
735
:flit y
2105
201 tl
2105
2105 "
2165
THA218 2
I6
3Ya;17"5s
. B.'.
j4'/s ,
t _
`" ;°
(22) 0162 x 3Yz
�, .. ;. ,
(5) 0.162 x 3'h
1 855'
3,3100
r
3,'� 10
3,310 ',
`1;595.
2,345
d £4ti
� 545 '
IBC,
FL
THA222-2
16
3Ya
223/1a
8
—
14'/s
—
(22) 0.162 x 3Yz
(6) 0.162 x 3Yz
1,855
3,310
3310
3,310
1,595
2;845
2,845
2,845
LA
THA413
18
35/e
13s
4=Yz'
—
1331e
(14)0.148 X 3
{4S 4:148 x 3'
z,iid
";340
2,45f1
��
iG
2 0:t1`
105
THA418
16
3%
17'/z
77/a
—
14'/s
—
(22) 0.162 x 3Yz
(6) 0.162 x 3Yz
1,855
3,31E
1 3:310
3,310
1595
2,845
2,845
2,845
-Z5i.
-�7•
77I"
—
1ALG�:-.a.
— -'l
% n i fiq v:-414Im
n-I:R)
1: Orr
2'.3n
::'z sty'"
'i3
'. Ir,Q
P. t,,
THA426
14
3%
26
1 77/a
1
116'/s
—
(30) 0.162 x 3Yz
(6) 0.162 x 3Yz
1,855
4,415
4,480
4,480
1,595
3,795
3,855
3,855
THA422 2.
14
71/4-
22*6
93%a :
—
169/ia
(30) t3-162 x-3'h
(6)'0A62 x 3Yz
'1x855
5,170
.5,520
5,520 `
1,595,
4,445
4,745
, 4,745 '
FL
THA426-2
14
7Y4
26'/s
93/4
—
18
I
(38) 0.162 x 3Yz
(6) 0.162 x 3Yz
1,855
5,520
5,520
5,520
1,595
4,745
4,745
4,745
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
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h" nai6 in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Ooist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
,A
,
18
Simpson Strong -Tie® Wood Construction Connectors
Face -Mount Joist 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.
E
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
two points on each joist nail `or greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed for 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
Nailing
Top View
k'
Double -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
a Nailing Side View
(Available on
some models)
1' for 2x's
11Ae" for 4x's
o;
a
&' H
Wes/ B
LUS28
Ij HHUS210-2
MUS28
a'
o= T.
o >a.
o o d
U'VHUS21
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
Simpson Strong -Ties Wood Construction Connectors
Face -Mount Joist Hangers (cont.)
SSA
SS
SS.
y:
Mm ,p
Model ' Heel;'a
No- _Heigh[
Ga
Dimensions in
Fasteners
carrying `�
Member
47,
Carried '
Member ,
Single 2x Sizes
LU524
2b/a':
18 ':
1 QA
- 3lhe
13/<
(4)'0148 x 3 "•
(2) Q.1A8 0, `._
LU526 ";
4Ya
43/4 ,,
,1a
. ,;(4) p 148x3'
�E (4)03,48 X 3; .
MUS26
4%
18
1 9/1e
53A6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45/15
16
15/a
53/e
3
(14) 0.162 x 31/2
(6) 0.162 x 31/z
HGUS26`; }
" 4aRa `
12 �-
,15fa"u
53/e. ;
� `5 ;'
(20'0.162�x3i%2 ,
1US28
43ie ,
18 '-_
1 s/ie-.;
65/e
1 ?/4; "
(6) 0,148,x 3
(4) 0.148 x 3
MUS28
65/a
18
19A6
69A6
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
1 %
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
HGUS28
6B/is
12
1 %
7Y3
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
LUS210°
:. 41/a <
18 "!
'1IN ,,
713A6,
13/4,„-,
'(8)0:1A$x3""
r �(4j�0.1d8X3k
HUS210
a 83/3'`
16 7
55/a
9
377(30)
;0 j 62 x 3'h
(10) 0162 x 311a
'15/8
91/a.
5
(46):6162 x 3*%
(16) 0.162 x 31/z
1. See table below for allowable loads.
Single 2x Sizes
SIMPSON
54
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
E with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
1,165
865
1 990
1,070
1 1,355
1,165
1 935
1 1,070
1,150
1 1,475
865
1 635
725
785
1,000
113C, FL,
930 _
1,295:
a 1,480;
1560'
, f 6Q=:
i ,9??,
`:1,405;
' 1,56Q
�1°,a a3
1; E0<`
8) '
955
1;090 ,
1,180
3s'
LA
1,320
2,735
3,.,095
3,235
3,235
1,326
2,960
3,280
3,280
3,280
1,150
2,350
2,660
2,780
2,780
4,850 "'
5;170
5,390
isl ," _
Aj(590
,5'220
.95,39'01'
.5 390
>" i ao .
3,225
" 3 610, ,
-3,8700,
„3,985
IBC, FL
1,165
1,100
1260
1,350
1725
1165
1195
1,360
1,465
1,730
865
810
925
1,000
1,270
1,320
" 1,73Q,
1,975 '
2,125 ';;
2, 55Y
"' 1,32v
1875 ,
:2,135 '
2;255
2 25 i
,I �O `
`1,270
"`1,455
J1,575 ..1,355
IBC FL,
LA
1,760
4,095
4,095
4,0:15
4,095
1,760
4,095
4,095
4,095
4,0915)
1,480
3,520
3,520
3,520
3,520
7;275
1;&50
'7,2t,5
7,275 :
7,275 `"-
7;275
' 1,325
,670.
`3,820 :
,3,915
4,250 i
IBC, FL
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
IBC, FL,
2,63K
S Yea .'
S,830,+
§.83v;
:. 5�5 ,
,:a, �9 .:
.'i i$0
5,830
_830
. 2,220"
2, 33
2,455
LA
2,090
9100
9,100
9,100
9,100
2,090
9,100
,,,100
9 goo'
9,100
1.545
6,340
6,730
6,730
6,730
13C, FL
1. For dimensions and fastener information, see tabla 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 Ib.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45°. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
side
opecuy angle
Top View HHUS Hanger
Skewed Right
Ooist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
94
Simpson Strong-TieO Wood Construction Connectors
SS'
SS
ri
SS=
ri
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. steel fasteners, 9 with Strong -Drive° SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Double 2x Sizes
HHUS26-2 I45A6 14 35/is 53/e 1 3 1 (14) 0.162 x 31/z (6) 0.162 x 31h 1 1,320 12,830 13,190 13,415 14,25011,135 12,435 12,745 12,935 13,655
HGUS26-2 1 4-/,, 1 12 35/1s 1 57/is 4 1 (20) 0.162 x 31/z (8) 0.162 x 31/2 12,155 14,340 14,85015,170 15,575 11,855 13,730 14,170 14,445 14,795
IBC, FL,
LA
LUS210-2 61% 18 1 31A 9 2 1 (8) 0.162 x 31/z 1 (6) 0.162 x 3'/z 'i,445 1,830 2,075 2,245 2,830 1;245 1,575 1,785 1,930 2,435
HHUS210-2 8% 14 1334, 87/s 3 (30) 0.162 x 3'/z (10) 0.162 x 3'/z 3;550 5,705 6,435 6,485 6 185 3,335 4,905 5,340 5,060 5,190
HGUS210-2 I 89Ar. 12 3§% 011s 4 1 (46) 0.162 x 31/z 1 (16) 0.162 x 31/z 14,095 9,100 9,100 19,100 19,100 13,520 17,460 17,825 17,825 17,825
Triple 2x Sizes
t1VUSLb•3',",`�
4 35s, .;
12
,41'Aei
0'Iz 1
"4,
t2UJ, U:1bL X,Z�lz"}CtSj
U.,l6zFX .i/z
G, hJS
4,34U=
4;t55U-
;IIU'
'JaJf,O,
;I,2iJJ
',6;i JU
4,)7U
4,44Jt
4,1���
IBC, FL,
HGUS28=3
,6135s :`
_�,.z,........._...
(12
475/ie
T/a
4,
(36) Q 162 x 3'Iz
.�
{12) 0.162 x 3'h
3 235
�. .
7 4 17,460
,..,
:7,460
>lpl3
7,460
2 780
�6 415
6,415
6,415
6,415
LA
HHUS210-3
8%
14
417tis
87/s
3
(30) 0.162 x 31/z
(10) 0.162 x 3'/z
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575JFLFHGUS210-3
813/is
12
475A6
91/4
4
(46) 0.162 x 31/z
(16)0.162x31h
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
2:.
4'Siie<
yb3/a
4
56 U.162x3'h
�
20-Q,162�k,31z
1 .)
5;ii �
U4 s
(3 5
4
G4
9,Q45
".:9001
T 80
-'r', 80
1'i;7 M
7 j) :(
Quadruple 2x Sizes
11�UbLbr4';'; Sh _ =1"L 61is; 5hs " 4 ; -(LU).U.1bGX3h ;PS}U.1bG"xdh G,175 4:54U 4X) J;l/U."o;blyb ,rbbb ,;3,I6U .4'11,,U 4,44J"'4,/yo; IBC, FL,
HGUS28-4 71/4 12 6% 7�A,, 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 LA
HHUS210-4 83/a 1 14 61/8 87/s 3 (30) 0.162 x 31/z (10) 0.162 x 3'/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
4x Sizes
IBC, FL,
LA
IBC, FL
LUS48
43/a
1 18
3e/i6
63/a
1 2
(6) 0.162 x 31/2
1 (4) 0.162 x 3'/z
11,060
11,315
11,490
11,610
12,030
1 910
1,130
11,280
11,385
1,745
IBC, FL,
HUS48
6''A
14
39A6
7
2
(6) 0.162 x 31h
(6) 0.162 x 3'h
1,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
6'/z
14
A.71A
3
(22) 0.162 x 31/2
(8) 0.162 x 31/21,760
4,265
4,810
5,155
5,980
1,5' 5
3,670
4,135
4,435
5,145
HGUS48
0%
12
3%
7'/is
4
(36) 0.162 x 31h
(12) 0.162 x 31/23,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
HGUS412 10346 1 12 135/s 110346 4 1 (56) 0.162 x 31h (20) 0.162 x 3'h 15,695 1 9:045 1 9,045 1 9;045 1 9;045 4,900 1 7,780 17,780 17,780 17,780
HGUS414 1117A6 1 12 1 35/e 1123461 4 1 (66) 0.162 x 31h (22) 0.162 x 3'h 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 loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may Emit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 3112." in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1'h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
Simpson Strong -Ties' Wood Construction Connectors
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/a". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is %" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
Finish: Galvanized
Installation:
• Use all specified fasteners; see General Notes
• Can be installed filling round holes only, or filling
round and triangle holes for maximum values
• See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
Options:
• HTU may be skewed up to 671/2'. 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
Many of these products are approved for installation with Strong-Drive9
SD Connector screws. See pp. 335-337 for more information.
Typical HTU26
Minimum Nailing
Installation
HTU26
,,, . y„'r .. .,..,, ..,
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 112" maximum gap,
use Alternate Allowable Loads.)
standard Allowable Loads (118" MaXIMUM Hanger Uap)
2x Sizes
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
a
n 1 UL0 tIVldX:J' '
f.° 0'12
178
1 D /18
1 a 72 _-
IGUPUCIOCX J72=
pk4U) V 1
G,ZVHU'
- 3 xH4i<,r
.?,JOUv
%v IU"
110O1)
1 41uJU.:1
"G'Quu
a a,uc:u
I9,4JU .-
IBA
HTU28 (Min.)
37/a
15/a
71/1a
31/2
(26) 0.162 x 31/2
(14) 0.148 x 11/2
1,235
3,820
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
15/a
71%6
31/2
(26) 0.162 x 31/2
(26) 0.148 x 11/2
2,020
3,820
4,315
4,655
5,435
1,735
3,285
3,710
4,005
4,675
LA
HTU210 (Min;.)
37/s
15/a
9'la
31/2�:
,(32)0.162x31/2
(14)0.148x 11h
1'330;
C10,
:4 �a
.- ,300
,30
1,145
322u
?,22a `
'3,`225
3 225
HTU210,(Max) ,
x1`
3;315';
,4 705 ;
;J'7 40
5.130
°,5,995
`2,850
4,045,`
Double 2x Sizes
'flTU26.2 Min)'-
3% _°
35is.
'S s
'312
',(20) 0.162ix
HTU-2 (Max.)
26
5f/r i
35/ta"
_5h6
-31h '
(20) 0162 x 31h
(0}.0.148 x 3 .
' 2,175>
2 940 ;,1
fS
1,870
2,530,1
2,855
'3 680'
HTU28-2 (Min.)
37/a
3'ia
7%
31/2
(26) 0.162 x 31/2
(14)0.148x3
1,530
3,820
4,310
4,310
4,310
1,315
2,865
3,235
3,235
3,235
IBC,
HTU28-2 (Max.)
71/4
35/s
71A.
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
w,71 h `
4 0 sS
�._ ,� 1 u' ,
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 %" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Imit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie° Connector Selector° software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
96
Simpson Strong Tie® Wood Construction Connectors
SIMPSON
Face -Mount Truss Hanger (cont.)
Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
HTU26 (Min.) 37/a 1 (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 1 % 925 1 1,470 1 11,66613 1,790 1,875 795 1,265 1 1,430 1,540 1,615
HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 31/z (20) 0.148 x 11/z 1,240 1,470 4,660 1790 2,220 1065 1,265 1,430 i,540 1,910 IBC
nn,nn ru...."z1r 'i in..r_' rnnv nAG'W"73i iogn A titi;> �,n�n ."�`?l nen �'�^, e,- '@���t7 .`)oiir '1'RorZ via wi n"A FL,LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is W.
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)
N0. , nccl .
Height . W
Single 2x Sizes
HTU26 (Max)
5Yz
1 /a
.57/a '
` 31i
(2U} 0.162 x 31h.
{20) 0148 x 11h
t 1 215..
2,940 "�
"3, =
3�58
a,a31
1,045 ,
1� 850
2,090
z',28u
2,255,
IBC,
HTU28 (Min.)
37/a
15/a
7%
31/a
(26) 0.162 x 31/z
(14) 0.148 x 11/s
1,110
3,770
3,770
3,770
3,770
955
2,825
2,825
2,825
2,825
FL,
LA
HTU28 (Max.)
71/4
15/e
711A6
31/2
(26) 0.162 x 31/z
(26) 0.148 x 11/z
1,920
3,820
4,315
4,655
5,015
1,695
2,865
3,235
3,490
3,765
HTU210 (Mtn)
371a
:'asla R
=91/a
31h '
(32) 0162 x" 31/z
(14) 0148 x 11h
�,254'
3 600,
3,600 .
° 3,600'
3;600
'"n1,075
2 700
; 2700
•2,700
2,700
HTU210 (Max.)
91/, `
. , "1 '8 i
`934e
; 31h
'(32) 0162`z 31/z
(32) 0 y48 z 11/2
3,255
4705
5,020,
'5,020
5,020'
2,800
3;530
'3,765
8,765
3,765
Double 2x Sizes
HTU28-2 (Min.) 37/a 35/ie 71tis 1 31/x 1 (26) 0.162 x 31/z 1 (14) 0.148 x 3 1 1,490 1 3,820 1 3,980 1 3,980 1 3,980 1,280 1 2,865 2,985 2,985 2,985 IBC,
FL,
HTU28-2 (Max.) 71/4 3-51. 711As 1 31/2 (26) 0.162 x 31/z 1 (26) 0.148 x 3 3,035 3,820 4,315 1 4,655 5,520 2,610 2,865 3,235 3,490 4,140 LA
HTU210 2 (Min:) 3'/s' 3a. "9'1/a 31h {32)_0.162 z311z {14)4148 x,3" . 1,755 4255 4;255 41255. '4,255'% 1;5i0 "3 i90" 3;190 3,190a "3,190
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 'A" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
Simpson Strong -Tie® Wood' Construction Connectors
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" 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" TitenO 2 screws
(Model TTN2-25134H) for concrete and 'W' x 23/4" Titen 2
screws ((vlodel TTN2-25234H) for G=CMU. Follow all
installation instructions and use the loads from the sawn
lumber or E MP 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 3/16"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/i6 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 Kts are available. They include a
3/16" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/a" is required as shown in Figure 1 for f tt uplift load.
• Where no uplift load is required, a minimum end distance
of 11/2" is oem 'tted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
1
erl. z m6,
IINVON14"r,
HU214
Figure 1 — HUG410 Installed on
Masonry Block End Wall,
Figure 2 — HUC410 Installed on
Masonry Block End Wall
6F�
23
Simpson Strong-TeO Wood Construction Connectors•
HU/HUC/HSUR/L
................. - . . . . .................. . ..... . .... . ... . ... . . ............. . ....... . . . . . . . ....... ............ . ...... . . ...... . ... . .........
Medium -Duty Face -Mount Hangers (cont.)
1* These products are available with additional corrosion protection. For more information, see p. 15.
7UI
0
0
.2
0
Model
Fasteners
"'Allowable Ldad'
(In
GFOMU,
oncre G e t
Code
Standard
'Concealed-
GFCMV' -
d oncrete,
Joist
Uplift
p ft
'(160).
own
Uplift -
'r
Down
16 0),
(100/125)
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
_WUi7
HU28X1
101
`76 0
400,
HU24-2
HUC24-2
(4) 1/4 x 23/4
(4) 1/4 x 1
(2) 0.148 x 3
380
1,000
380
1,545
_H�U26_2
HUG23Ja
77 (4) 0,148x 3,
,
21900
760
3 200
HU26-2 (Wx),-,
26
;,HUG -,'Z�
'14 03/4 ,
1
r ) :OA4 8X3
I
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) 1/4 x 23/4
(12) 114 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HUG2812�(M' ln',j -
(10) 1/4'X 23/4
13/4
0)1
0.148,0,`
160
2,500
:,761 OL
'3 7251-
HU 2
4
.148.x 3
1135'
3,
A,920r,
HU210
HU21 OX
(8) 1/4 x 23/4
(8) 1/4 X 13/4
(4) 0.148 x 11/2
545
2,000
760
2,415
U (M!6.)'
,H 210-�L,
HUC210_� (Min.)
�14) 1,4 x. 4',',
qr"
x
I'l 35:
��,500
13
4; 2_'
HU2j _2
'18
X 3/4'
_4
S
4590
1'8pp��
5 0 85
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) 114 x 23/4
(18) 1/4 X 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
U2 2
HU212X'
(10)1I4 x 2?/a
(10} 1/k"1,3/4 :nL4"'
(6) 01 8xT
HU212-2 (Min.)
HUG212-2 (Min.)
(16) 1/4 x 23/4
(16) 1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22) 1/4 x 23/4
(2 2) 1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU214
HU214X
(12) 114 x 23/4
(12) 114 x 134
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU21*2 (Min.j)
U 6�4
'iAx
8): �Y4
(8) OAS x 3
1, 15,,
4,500
'51 5
_5,085,
Y214-2 (Max.),.,J,
,H 1 2
Ud2 4- (Max.)
(i4) 14")'( :2
'(24) ��V �1*4,
(12) O.,148,x &
'ZO15
5085 •
16
2�Q��
-5,085,
HU214-3 (Min.)
HUC214-3 (Min.)
(18) 1/4 x 23/4
(18) 1/4 x 11/4
(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) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
-HU2 6 , -- �
_
H U216X
(18) '21/4
4X 4
8) -Y'
(8).0.148'x 1 112_
15'15i
'1"51&
2,920
HU216-2 (Min.)
HU0216-2 (Min.)
(2 0) 114 x 23/4
(2 0) 1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(2 6) 1/4 x 23/4
(2 6) 1/4 x 1114
(12) 0.148 x 3
2,015
5,085
2,015
5,085
'HU2164(Min'.)
'46'611'6-3(Mlin.)'
(20) 1/4x'23/4
x
(6) 8 x 3'
1
4,920
1,515,;
4;920
U 216-3 (Max(Max.)
�_H'UC216
'(26) '/4;x' 2�/4
W� 1114
'�2) 0.148'0
2;015
5,085'
2,015
J5,085
HU7 (Min.)
(Not available)
(12) 1/4 x 23/4
(12) 114 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) 1/4 x 23/4
(16) 114 X 13/4
(8) 0.148 x 1112
1,085
3,485
1,085
3,485
'HU9 (Mh),
(NotavAllable)
2/ '
(18),1/4 k,2 .4
(18) 114 xI 3/4
(6) 0'148 x 11h-,
Tj 3 5
32 30 A
I
1,135
3,230
(Max'.).",
available)
.(24) ��4' x 2YI,
(24), Wx, 1, i�4
-(10) 0'148 x I W,
73
3' 5
1,445,,,
HU11 (Min.)
(Not available)
(2 2) 1/4 x 23/4
(22) 1/4 x 13/4
(6) 0.148 x 1112
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(3 0) 114 x 23/4
(3 0) 114 x 13/4
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
(Not available)
"(2 �412_ 4
'(28)' 4"x I i
'XI
15"
515-
3,485
HU14,(Max.)
('N
(Not available)
(3% 1/4 k
J��)iI4'il�W'
'(14) 6.14 8 x 1�'�
4,245
38
STAGGER JOINTS - TYP�\
R/f,Kl s.
UPLIFT/SHEAR ANC
EACH TRUSS - SEE
PLAN
RAISED HEEL ROOF TRU55ES
S PLAN
Fm
aaa��eaaaaaaaa��a�iaaa�aa
aaa�a�aaaaaa�aaa�a�a
B/5K1 �
NOTE: ADVL FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRU55 BEARING A
SCALE NTS SKI
ROOF SHEATHING- SEE I
SOFFIT/FASCIA- SEE ARCH.
RAISED HEEL ROOF TRUSSES
-SEE PLAN
W N
RIBBON BOARD -
SEE SCHEDULE
FOR SPACING
BOARD- SEE
FASTENING TO w
:IBBON
CHEDULE FOR SPACING t
TRUSSES
ASTENING TO TRUSSES
WALL SHEATHING -SEE PLAN
MIN. 15/32' CDX PLYWOOD OR
Y
1/16' 055 WITH 8d GUN NAILS
(0.131' X 2 1/2') ® 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING-
-MASONRY WALL-
RIBBON BOARDS
ANCHOR EACH SEE PLAN d
SEE PLAN
TRU85- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRUSS
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRUSS BEARING E3
SCALES NTS SKI
RIBBON SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 31)
(Vasd=128 MPH)
2X4 SPF'2
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
VUIt=180 MPH
(2) 12d GUN (0.131' X 3')
(Vasd=139 MPH)
2X4 5PF"2
16'
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
r.D
0
U S
,u
z F,0
OwWZ
<a=
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U
RAREDNEEIRODFYRUS5E5
SHEET INFORMATION:
JOB NO, Bdllld
DAtE ISSUED: IIAB.Id
DRAWN BY:
REVEWmBY: M
SK.I
,o ............
ALPINE' M.*fYWCOMPANY.
January 1,0;, 2 92 0
Carpenter ;Contractors of America, Inc:.
806A,Venile Gj NW
Winter-Havert. FL3818$0=62,014
Dear `Matt:
Ithas come,to my attention that questions were raised concerning I dt we....,.----. I 5A� diameter
holes drilled thruthe: chords f (wide, Qf'sys4,,'2 gable: end trusseso jallov '
threaded rods used for `ti6 &W-m"' If these.gable ends,are,ove.r-cpnfinuous sup -,ort
With on-' face,,Uly;sheathed and tft-6 Wes are drlll6&ab6ut,'the: c enterline,of the, wide
-p at r
fa-ee no dose.�than,4 C. Q�',.'.�withdtit''da'�m'aging"any.connectot. I , eg':6 vertical; webs then
no repairl$ r'.q.tdred.The truss only 'floor
svport"f6etd'loads and ,h&addibon'I.
load.,
If you hAV6 AnY,,-qu'sfi6.iisplease S
e op givem,e-a call,
YC
6750 Forum Drive, Suite 865. Orlando, FL 32821 - (80p) 521 -97,QO,- -{863).422-,8685
0
1i38 ,r� TWs doctment hat; been electrorkAl signed
$ .and seated V*9 a CiRm &gnatm PTKed.
t:otaae wont an arigrnsY srgna6ue Mist 6c
+••� o verdEed userg the oriSa eEccttomc version,
o
�}�gy
V Abi TwY
tp
1648
ALPINE
COA :#0 278.
07/28/2020
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www,alpineitw.com
Site forFi�.atron.
Customer: Carpenter Contractors of America
Job Number: N334496
Job Description: 7A51320 ,182EC,E ,RH01 ( 1828/CALI/4EBB ELEV.C/E
Address:
Jobto frteeit""
tit Crtte.
Design Code: FBC 6th ed 2017 IntelliVIEW Version:. 17.02.02A
JRef #. 1 WXc89750077
Nind Standard: ASCE 7-10 Wind Speed (mph): 160 Roof Load (pso: 20.00- 7.00- 0.00-10.00
30din Type: Closed Floor Load pst) : None
This package contains general notes pages, 24 truss drawing(s) and 5 detail(s).
item '
r ota+iiring Atuinber 'w'tsuss
.
1
210.20.1516.14200
Al
3
210.20.1516.13967
A2
5
210.20.151.6.14029
A4
7
210.20.1516.13997
A6
9
210.20.1516.14059
A8
11
210.20.1516.14061
_
A10
13
210.20.1516.13872
A14G
15
210.20,1516.13934
A13
17
210.20.1516.14216
A16
19
210.20.1516.13748
C1GE
21
210.20,1516.13841
CJ5
23
21020.1516.13842
CJ1
25
A16015ENC101014
27
GBLLETIN0118
iA
29
VAL1,60101014
"Item
Dfanviizg N�ir►itier , ..1<`rus�„,.
;` g
2
210.20.1516.14106
AM
4
210.20.1516.13764
A3
6
210.20.1516.14091
A5
8
210.20,1516.13982
A7
10
210.20.1516.13765
A9
12
210.20.1516.13826
Al2
14
210.20.1516.14076
All
16
210.20.1516.13811
A15
18
210.20.1516.14246
B 1 GE
20
2M20.1516.14123
EJ7
22
21020.1516.14169
CJ3
24
210.20.1516.13171
HJ7
26
A1801,5ENC1'01014
28
GBLLE-TIN1014
Florid Certificate of Product Approval#FL1999 Printed 7.23/2020 3:37:29 PMI
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. oro.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken_ to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index -for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, 'at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 13723 Riverport Drive, Suite 200, Maryland Heights, MO
63043; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindust[y.com.
Page 3 of 3
Job Number: N334496 Ply: 1 SEQN: 7549 / T10 COMN Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 11 FROM: RWM DrwNo: 210.20.1516.14200
Truss Label: Al SSB / WHK 07/28/2020
M
0
73
6'1"7 1211"15 19'10" 26'8"1 33'6"9 39'8"
6'1"7 6'10"B 6'10"1 6'10"1 6'10"8 6'1"7
=5X5
E
39'8"
�1'
10'
i 9'10"
i 9'10"
10, 1'
10'
19,101,
r 29'8"
39'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pfin PSF)
DeflICSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.222 K 999 360
B 1709 / 308 / 961 / - / 445 / 8.0
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.547 K 999 240
H 1710 / 308 / 961 / - / - / 8.0
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.081 J - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: Cght:
HORZ(TL): 0.140 J - -
B Min Brg Width Req = 2.0
NCBCLL: 10.00
Mean Height:
ei 15.00 ft
Code / Misc Criteria
Creep Factor: 2.0
H Min Brg Width Req = 2.0
Soffit: 0.00
TCDL: psf
BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.616
Bearings B & H are a rigid surface.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.982
Bearings B & H require a seat plate.
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Factors Used: Yes
Max Web CS 1: 0.527
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: 17.02.02A.1213.21
Lumber
B-C 1488 -3151 E-F 1102 -2027
C - D 1387 - 2871 F - G 1387 - 2872
Value Set: 13B (Effective 6/1/2013)
D - E 1102 - 2027 G - H 1488 - 3153
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W4, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "136"
uses design values
approved 1 /30/2013 by
ALSC
B - L 2756 -1187 K - J 2276 - 889
L - K 2276 - 863 J- H 2757 -1187
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
07/28/2020
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 539 - 206 K - F 485 - 745
D - K 485 - 744 F - J 540 - 206
E - K 1361 - 646
—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 SCSI. 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 brac'inq Installed per BCSI sections B3, B7 or 910,
as applicable. Apply plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. f7efer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ANn COMPAW
truss in conformance with ANSI gPI 1, or for handling, shipping?, Installation and bracing of.trussesA seal on this drawing or cover page .. 13723 Riverport Drive
listing this drawing,indicates acceptance of ppro essiona engineering responsibility -sole for the design shown. The sui ability
and use of this drawing for any structure is the responsibility of the Building Designer pePANSI/TPI 1 Sec.2. Suite 200
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SaCA: www.sbcindust .com; ICC: www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEQN: 7550 / T25 / COMN Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 18281CALIMEBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 210.20.1516.14106
Truss Label: A1A SN / WHK 07/28/2020
0
T
N
1z3
7'11"2
7'11"2
13, 17'1"12 19'10"
5'0"14 4'1"12 2'8"4
=—SXS
F
23'8" 31'8"14
3'10" 8'0"14
SECTION MAY BE REMOVED AFTER INSTALLATION. DO NOT CUT PLATES.
i 39'8"
39,8"
8'011
7'11"5 1'
31'8"l1
+ 39'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
A Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(I-Q: 0.280 P 999 360
B 1555 / 308 / 960 / - / 445 / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.764 P 905 240
1 1555 / 308 / 960 / - / - / 8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.120 K
Wind reactions based on MWFRS
Des Ld: 37.00 EXP' C
Mean Height: 15.00 ft
HORZ(TL): 0.225 K
B Min Brg Width Req = 2.2
NCBCLL: 10.00 TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0
1 Min Brg Width Req = 2.2
Soffit: 0.00 BCDL: 5.0 sf
p
Bldg Code: FBC 2014 RES Max TC CSI: 0.790
Bearings B & I are a rigid surface. .
g g
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h
TPI Std: 2014 Max BC CSI: 0.979
Bearings B & I require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft
Rep Factors Used: Yes Max Web CSI: 0.964
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, 18SS VIEW Ver: 17.02.02A.1213.21
Lumber
B - C 1431 -2747 F - G 1352 -2067
C - D 1726 - 3278 G - H 1201 - 2103
Value Set: 13B (Effective 6/1/2013)
D - E 1428 -2551 H - 1 1445 -2775
Top chord 2x4 SP #2 N :T1 2x4 SP #1:
E - F 1514 - 2527
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3 :W6, W8, W9, W11 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Lumber value set "l3B" uses design values
Chords Tens.Comp. Chords Tens. Comp.
approved 1/30/2013 by ALSC
B - S 2374 -1108 L - K 2401 -1133
Bracing
Q - M 2867 -1220 K -I 2404 -1134
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
Maximum Web Forces Per Ply (Ibs)
nails(0.113"x2.5",min.). Restraint material to be
Webs Tens.Comp. Webs Tens. Comp.
supplied and attached at both ends to a suitable
support by erection contractor,
1
C - S 441 -838 M - F 1684 -881
C Q 549 M L 618
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
q r
`fir ` yiy�j �,<`
- -134 - 1745
S - Q 2530 -1180 F - L 520 -425
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, and
q?v+•a,®ab, to /�
• °r,
Q - D 744 -361 L - H 458 -686
D M 516 912
grade,
80% length of web member. Attach with 0.128x3" gun
NIS
- -
nails @ 6" oc.
°s
Plating Notes
o. 64;
All plates are 2X4 except as noted.
e a
°
°
Wind
Wind loads based on MWFRS with additional C&C
�E, OF
member design.
�11
e
Laterally brace BC above filler @ 24" O.C. (or as designed)
Including a brace on BC directly above both ends of filler
oo�x��c+V'op
(if no rigid diaphragm exists at that point).
pL
COA # B
07/28/2020
"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, handl!n shipping,
installing and bracing. • Refer to and follow the latest edition of
BCSI (Building
Component Safety Information, by TPI and SBCA) for safety
bracing per BCSI. Unless noted dtherwise,top chord shall have
practices prior to performing these functions. Installers shall provide temporary
attached structural sheathing and bottom chord shall have a
attached rigid ceiling Locations shown fornermanent lateral
properly
restraint of webs shall have bracin installed per BCSI sections
propperly
B3, B7 or B10,
as applicable. Apply plate. to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc., shall not be responsible for any deviation from this drawing,any failure
truss in ANSI 1, for handliu installation bracing of.trussesA seal on this drawing or
to build the ,�nwCOWAW
cover
conformance with or shlppiy and
listing this drawin indicates acceptance of pro esslona engineerin responsibillty.solely for the design shown.
Building
page.. 13723 Riverport Drive
The sui ability Suite 200
and use of this cg�awing for any structure is the responsibility
of the Designer per ANSI/TPI 1 Sec.2.
,For more information see this job's general notes page and.these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com;
ICC: www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEQN: 7551 / T9 / HIPS Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 210.20.1516.13967
Truss Label: A2 SSB / WHK 07/28/2020
F.1.
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
6'1"7
6'1"7
10,
10,
12'6"15 r 19' 20'6" 27'1"1 33'6"9 8
6'5"8 6'S"1 1'8' 6'S6'5 "1�6'S"8 6'1"7"8 6'1""
5X5=5X5
E F
Wind Criteria -
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
9'10"
19,10"
Snow Criteria (Pg,Pfin PSF)
Pg: NA Ct: NA CAT: Ni
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
39'8"
9'10"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.172 L 999 360
VERT(TL): 0.470 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0,123 K
Creep Factor: 2.0
MaxTC CSI: 0.480
Max BC CSI: 0.856
Max Web CSI: 0.669
VIEW Ver: 17.02.02A.1213.21
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
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) scab reinforcement may used in lieu of CLR
restraint.
(1aint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, andbn°80%
®nails
length of web member. Attach with 0.128x3" gun
@ 6" oc.Wind
NNo.
Wind loads based on MWFRS with additional C&C
member design.
b
V,
ft
• 14TE OF
'000000 woo
COA # �-1 L
10, 1'
39'8"r
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 1556 / 309 / 964 1- / 428 / 8.0
1 1556 / 309 / 964 / - / - / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
1 Min Brg Width 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 1511 - 2800 F - G 1123 -1779
C-D 1415 -2521 G-H 1415 -2521
D - E 1123 -1779 H -1 1511 - 2800
E - F 1093 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1206 L - K 2030 - 941
M - L 2030 - 911 K - 1 2444 -1216
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
M - D
508 -192
L - F 548 - 381
D - L
482 - 683
L - G 482 - 683
E - L
548 - 381
G - K 508 -192
07/28/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing, and bracing. , Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted o herwise,top chord shall have properly attached structural sheathinq and bottom chord shall have a properly
)iId ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
e.- AppTy plates to each face. oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to
Alpine, a division of ITW BuildincLComponents Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSIPI1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover page,
listing this drawing, indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui ability
and use of this grawing for any structure is the responsibility of the Building Desigrfer per ANSI/TPI 1 Sec.2.
ALPINE
Ml MW COMPAW
13723 Riverport Drive
Suite 200
Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEQN: 7552 / T22 / HIPS Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 210.20.1516.13764
Truss Label: A3 FV / FV 07/28/2020
Q
b�
t 73
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
6'1"7 12'0"15 18'0"1 21'715 2T7"1
6'1'7 5'11"9 5'112 3'7"14 611"2
5X5 a 5X5
E F
39'8"
33'6"9
5'11"9
39'8"
6'1"7
10' 9110.. 9'10" 10' 1'd
10' 19,10" 29'8" 39'8"
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W4, W5, W6 2x4 SP #2 N:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
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.
"IMPORTANT"
of
more information see
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
07/28/2020
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.171 L 999 360
VERT(TL): 0.467 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.124 K
Creep Factor: 2.0
Max TC CSI: 0.415
Max BC CSI: 0.857
Max Web CSI: 0.541
VIEW Ver: 17.02.02A.1213.21
RNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall have a properly
per BCSI sections B3, B7 or B10,
unless noted otherwise. keferto
N
m
m
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1556 1312 / 965 / - / 408 / 8.0
1 1556 / 312 / 965 / - /- / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
1 Min Brg Width 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 1540 - 2796 F - G 1154 -1794
C - D 1447 - 2523 G - H 1448 - 2523
D - E 1154 -1794 H - 1 1540 - 2796
E - F 1150 -1635
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2439 -1231 L - K 2064 -1000
M - L 2064 - 971 K -1 2439 -1252
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 495 -180 L - F 523 - 335
D - L 470 -674 L - G 470 - 674
E - L 523 - 335 G - K 495 -180
c Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the
TPI 1, or for handling shipping jr-istallation and bracing of.trussesA seal on this drawing or cover page , .
acceptance of proTessionar engineering responsibility solely for the design shown. The suitability
any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. -
ALPINE
An nwcoe PAW
13723 Riverport Drive
Suite 200
Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEON: 7553 / T8 / HIPS Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Oty: 1 FROM: RWM DrwNo: 210.20.1516.14029
Truss Label: A4 FV / WHK 07/28/2020
f'
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
T10"14 17' 22'8" 31'9"2 39'8"
T10"14 9' 1 "2 5'8" 9' 1 "2 7'1014
10,
10'
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
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.
:5X5 =5X5
D E
39'8"
91101,
19,101,
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NI
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
07/28/2020
9.10.1
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.149 J 999 360
VERT(TL): 0.408 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: 0.863
Max Web CSI: 0.629
VIEW Ver: 17.02.02A.1213.21
10, 1'
39'8"+
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1552 / 318 / 965 / - / 387 / 8.0
G 1552 /318 /965 !- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.8
G Min Brg Width 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 1532 - 2755 E - F 1559 - 2561
C - D 1559 - 2561 F - G 1532 - 2755
D - E 1205 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1221 J - 1 1695 - 768
K - J 1695 - 738 I - G 2393 -1250
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 404 - 448 J - E 389 - 234
K - D 770 - 462 E - I 770 - 462
D - J 388 -234 1 - F 403 -448
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installingand 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 sheathingg and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing insTalled per BCSI sections 83, 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 far standard plate positions.
Alpine. a division of ITW Building Components Group Inc. shall not be responsible for anv deviation from this drawing any failure to build the
k seal on this drawing or cover pa e,
/ for the desi n shown. The suit9abtirty
ANSI/TPI 1 Sec.2.
ALPINE
ANrrWCouvwar
13723-Riverport Drive
Suite 200
Maryland Heights, MO 63049
ss In conformance witn ANSu 1 PI 1,or for nanonn� snlppin Inst
Ling this drawing indicates acceptance of pro essrona eng
d use of this drawing for any structure is the responsibility
more information see this job's general notes page and these web sites: ALPINE:
Job Number: N334496 Ply: 1 SEQN: 7554 / T24 / HIPS Cusl: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 210.20.1516.14091
Truss Label: A5 FV / WHK 07/28/2020
6'1 "7
6'1"7
10,
10,
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
C
EXPDes
Ld: 37.00
Mea
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3:
Lumber value set "1313" uses design values
approved 1/30/2013 byALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
160"1 23'7"15 33'6"9 39'8"
91101,10 7'7"14 9' 10"10 6' 1 "7
6X6 = 6X6
D E
39'8"
9'10"
19,10"
9'10"
29'8"
10' 1'
39'"8+
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Loc R / U / Rw / Rh / RL / W
B 1556 / 713 / 964 / - / 367 / 8.0
Pf: NA Ce: NA
VERT(LL): 0.156 J 999 360
Lu: NA Cs: NA
VERT(TL): 0.427 J 999 240
G 1556 / 713 / 964 / - /- / 8.0
Snow Duration: NA
HORZ(LL): 0.064 1 - -
Wind reactions based on MWFRS
HORZ(TL): 0.119 1
Creep Factor: 2.0
B Min Brig Width Req = 1.8
G Min Brig Width Req = 1.8
Code / Misc Criteria
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.799
Bearings B & G are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.855
Bearings B & G require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.614
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 17.02.02A.1213.21
B - C I6 - 2852 E - F 1483 - 2513
WAVE
C - D 1483 - 2513 F - G 1621 - 2852
D - E 1254 -1829
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2505 -1330 J - 1 1780 - 840
K - J 1780 - 810 I - G 2505 -1359
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 423 - 469 J - E 381 - 218
K-D 617 -314 E-I 617 -314
xv D - J 380 - 218 I - F 423 - 469
s�e+as eap,6sw
® `OY
O
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e •
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Isatim
COA #0
07/28/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinginstalled per BCSI sections B3, B7 or B10,
as apple-15 e. Apply plates to each face oftrussand position as shown above and on the Joinf Details, unless noted otherwise. f�efer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuilMhComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
tr ss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracmg_ of trussesA seal on this drawing or cover pa e
a use of this drawing for any structure i
more information see this job's general notes page and
n. The suitability
ry.com; ICC: www.iccsaf,
PA NE
wmory13723 Riverport Drive
Suite 200
Maryland Heights, MO 6304
Job Number: N334496
Ply: 1
SEQN: 7555 / T7 / HIPS
Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E
Qty: 1
FROM: RWM
DrwNo: 210.20.1516.13997
Truss Label: A6
KD / FV 07/28/2020
T1014 15' 24'8" 31'9"2 39'8"
1
r 7'1014 r 7'1"2 + 9'8" + 7'12 T 7'10"14
6X6 = 6 X 6
D T3 E
12
6 C 5 NSF
o
W I»
W1
B G
A
H
4X6(A2) =5X5 =5X5 =51X5=4X6(A2)
39'8"
1' 10' 9'10" 9'10" 10, 1'
10' 19'10" 29'8" 39,8„ '+ i
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.159 J 999 360 B 1552 / 328 / 962 / - 1346 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.436 J 999 240 G 1552 / 328 / 962 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - Wind reactions based on MWFRS
Des Ld: 37.00 EXP: C HORZ(TL): 0.115 I - - B Min Brg Width Req = 1.8
Mean Height: 15.00 ft
G Min Br Width Re 1.8
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 9 q =
TCDL: 4.2 psf
Bearings B & G are a rigid surface.
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.913 9
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.867 Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Factors Used: Yes Max Web CSI: 0.572 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)
GCp!: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber B - C 1547 - 2729 E - F 1568 - 2537
C - D 1568 - 2538 F - G 1547 - 2729
Value Set: 13B (Effective 6/1/2013) D - E 1287 -1910
Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1 Maximum Bat Chord Forces Per Ply (Ibs)
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "'I 3B" uses design values
approved 1/30/2013 by ALSC B - K 2363 -1228 J - 1 1847 - 899
K - J 1847 - 870 1 - G 2363 -1257
Wind
Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs)
member design. Webs Tens.Comp. Webs Tens. Comp.
K - D 628 - 363 E - I 628 - 363
Y@t if f f pj��l
FLU
5a✓
�a
O
4, aa
f5 R
• + C
% ATE OF �• �
-& %
O
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COA #
07/28/2020
"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
attachetl rigid ceiling.Locations shown for permanent lateral restraint of webs shall have bracm installed per BCSI sections B3, B7 or B10,
as applicable. Appplates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions.
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 µm ,o,,�AW
truss in conformance with ANSI/TPI 1, or for handlin4, shipping, installation and bracing of,trussesA seal on this drawing or cover page, , 13723 Riverport Drive
listing this drawing indicates acceptance of pro esslona. engineering responsibillty,solely for the design shown. The sui ability
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 200
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l inst.or ; SBCA: wvnv.sbcindust .com; ICC: vnww.iccsafe.org Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEQN: 7556 / T23 / HIPS Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 210.20.1516.13982
Truss Label: A7 FV / WHK 07/28/2020
6'1"7 14'0"1 19'10" 25'7"15 33'6"9
6'1"7 7'10"10 5'9"15 59"15 7'10"10
�5X5 1112X4 =5X5
D E F
39'8"
39'8"
6' 1 "7
1' 10, 9110" 9'10" 10, 1'
10, i 19,10" 29'8" i 39'8"
Loading Criteria (ps) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.176 E 999 360 B 1556 / 715 / 958 / - / 326 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.482 E 999 240 H 1556 / 715 / 958 / - /- 18.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - Wind reactions based on MWFRS
Des Ld: 37.00 EXP: C HORZ(TL): 0.121 J - - B Min Brg Width Req = 1.8
NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0 H Min Brg Width Req = 1.8
TCDL: .psf Bearings B & H are a rigid surface.
MWFRS Parallel Dist: h/2 to h
Soffit: 0.00 BCDL: 5.0 p sf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.743 g g
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.859 Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.322 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: 17.02.02A.1213.21
Lumber B - C 1632 -2822 E - F 1405 - 2112
C - D 1-2515 F - G 1-255
Value Set: 13B (Effective 6/1/2013) D-E 1405 -2112 G-H 1632 -2822 I
Top chord 2x4 SP #2 N :T2, T4 2x4 SP #1:
Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "13B" uses design values
approved 1 /30/2013 by ALSC B - L 2470 -1332 K - J 1912 - 950
L - K 1912 - 920 J - H 2470 -1362
Wind
Wind loads based on MWFRS with additional C&C Maximum Web Forces Per Ply (Ibs)
member design. Webs Tens.Comp. Webs Tens. Comp.
C - L 366 - 395 K - F 383 -177
L - D 556 - 253 F - J 556 - 253
S F�8 D - K 382 -177 J - G 365 395
PaJo anL�"
• P♦ar
♦
No, 64
% AiE OFIt
10,
.
®.e
COA # f AIAL
07/28/2020
•'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 forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. kefer to
drawings 160A-Z for standard plate positions. 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 mm cagy,µ,.
tr ss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of.trussesA seal on this drawing or cover pa e , , 13723 Riverport Drive
listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The sui abllrty
and use of this drawing,
for any structure is the responsibility of the Building Deslgner,per ANSI/TPI 1 Sec.2. Suite 200
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindusl .com; ICC: www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEQN: 7557 / T6 / HIPS Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 210.20.1516.14059
Truss Label: A8 FV / WHK 07/28/2020
6'9"4
6'9"4
13'
6'2"12
�1' + 10,
10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des d::
Des Ld: 37.00 D
Mean Height: 15.00 ft
.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
19'10" 26'8" 32"0"12 � 39'8"
6'10" 6'10" 6'2"12 6'9"4
5X5 1112X4 = 5X5
D E F
39'8"
9'10"
19,10"
9'10"
29'8"
10,
39'8"
Snow Criteria (Pg,Pf inPSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): 0.191 E 999 360
B 1556 / 716 / 953 / - / 305 / 8.0
Lu: NA Cs: NA
VERT(TL): 0.523 E 999 240
H 1556 / 716 / 953 / - / - / 8.0
Snow Duration: NA
HORZ(LL): 0.065 J - -
Wind reactions based on MWFRS
HORZ(TL): 0.121 J
B Min Brg Width Req = 1.8
Code / Misc Criteria
Creep Factor: 2.0
H Min Brg Width Req = 1.8
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.502
Bearings B & H are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.864
Bearings B & H require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.431
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 17.02.02A.1213.21
B - C 1617 - 2780 E - F 1504 - 2289
C - D 1545 - 2523 F - G 1544 - 2523
D - E 1504 - 2289 G - H 1616 - 2780
0
COA #6 Sri
07/28/2020
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2421 -1306 K - J 1982 -1003
L - K 1982 - 973 J - H 2421 -1335
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 535 - 255 K - F 425 - 251
D - K 425 - 251 F - J 535 - 255
E - K 306 - 391
**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 chard shall have a properly
attachetl rigid ceilin Locations shown for permanent lateral restraint of webs shall have braciriinstalled per BCSI sections B3, B7 or 910,
as applicable. Applgy plates to each face, oftruss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI 1, or for handl% shipping, installation and bracing of,trussesA seal on this drawing or cover pa e,
listing this drawinccl1 indicates acceptance of ro essfona engineering responsibility solely for the design shown. The s iiPabilfty
and use of this d"awing for any structure is the responsibility of the Building Desigrier per ANSifrPI 1 Sec.2.
more
SBCA: www_sbcindustry.com; ICC: www.iccsaf
AL NE
M MCOMPAW
13723 Riverport Drive
Suite 200
Maryland Heights, MO 6304
Job Number: N334496
Ply: 1
SEQN: 7558 /
T21 / HIPS
Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E
Qty: 1
FROM: RWM
DrwNo: 210.20.1516.13765
Truss Label: A9
FV / WHK 07/28/2020
6'3"4 12'0"1 19,10" 277"15
33'4"l2 39'8"
i 66 3 4 5'8"12 + 7'9"15 + 7'9"15
5'8"12 1` 6'3"5 1
5X5 III2X4 = 5X5
D E F
12
6 1-2C4
I
i2G4
ro
N
c
ZD W3
ZW1:
ro
B
H
A
I
�
4X6(A2) = 5X5 = 5X8
= 5X5 = 4X6(A2)
39'8"
10' 9'10"
10, 1
10' 19,5, 29'8"
39'8"
Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.206 E 999 360
B 1556 / 717 / 947 / - / 285 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.564 E 999 240
H 1556 / 717 / 947 ! - / - / 8.0
BCDL; 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - -
Wind reactions based on MWFRS
HORZ(TL): 0.124 J - -
Des Ld: 37.00 EXP: C15.00
B Min Brg Width Req = 1.8
ft
ei t: Code / Misc Criteria Creep Factor: 2.0
Mean Height: NCBCLL: 10.00
H Min Brg Width Req = 1.8
TCDL:
Soffit: 0.00 p Bldg Code: FBC 6th ed 201 Max TC CSI: 0.698
Bearings B & H are a rigid surface.
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.610
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: 17.02.02A.1213.21
Lumber
B-C 1642-2791 E-F 1617 -2492
C - D 1543 - 2524 F - G 1543 - 2524
Value Set: 13B (Effective 6/1/2013)
D - E 1617 -2492 G - H 1642 -2791
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - L 2434 -1333 K - J 2065 -1064
L - K 2065 -1034 J - H 2434 -1362
Wind
Wind loads based on MWFRS with additional C&C
Maximum Web Forces Per Ply (Ibs)
member design.
Webs Tens.Comp. Webs Tens. Comp.
L - D 498 - 203 K - F 539 - 324
apt
D - K 539 - 324 F - J 498 - 203
E - K 361 -462
P �
m
P
/q
No. 648P
ry♦p 6 t
VY 6 C
tr
,ATE OF
,®
9
.& % 14
0g
COA # Ab.
07/28/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA) for to these functions. Installers shall temporary
and safety practices prior performing provide
bracing per BCSL Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10,
as applical5 e. Apply plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. kefer to
drawings 160A-Z for standard plate positions.
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 N R �,,U
truss in ANSIfI PI 1, for handling, installation bracing on this drawing or cover e
conformance with or shipping, and of,trussesA seal
listing this drawing indicates acceptance of pro essiona, engineerin responsibility sole )yy for the design shown.
drawing,
Nuilding Designer 1 Sec.2.
pa , , 13723 Riverport Drive
The sui ability Suite 200
and use of this for any structure is the responsibility of the peFANSI/TPI
For more information see thisjob's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst:org; S8CA: www.sbcindustry.com;
ICC: www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334496
Ply: 1
SEQN: 7559 /
T5 / HIPS
Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E
Qty: 1
FROM: RWM
DrwNo: 210.20.1516.14061
Truss Label: A10
FV / WHK 07/28/2020
5'9"4 11' 19, 28'8"
'}
33'10"12 39'8"
5'9"4 5'2"12 8' 9'8"
5'2"12 5'9"4
5X5 = 5X5 5X5
D E T3 F
12
6 F:1 �2X4 W
T
C
�2X4
o
G
�
rn W3
T B
�A
fo
H co
11
4X6(A2) = 5X5 = 5X8
= 5X5=4X6(A2)
39'8"
�1' I 10, 9110" 9'10"
+ +
10, 19,10" 29'8"
3 Toe.
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
LOC R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.213 E 999 360
B 1556 / 718 / 940 / - / 264 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.584 E 999 240
H 1556 / 718 / 940 / - /- / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: Cght: 15.00 ft HORZ(TL): 0.127 J - -
ei
Mean Height:
B Min Brg Width Req = 1.8
NCBCLL: lo.00 TCDL: 2 psf Code / Misc Criteria Creep Factor: 2.0
H Min Brg Width Req = 1.8
Soffit: 0.00 BCDL: 5.psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.870
Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.865
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.969
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: 17.02.02A.1213.21
Lumber
B - C 1669 - 2804 E - F 1721 - 2693
C - D 1547 - 2533 F - G 1552 - 2539
Value Set: 13B (Effective 6/1/2013)
D - E 1783 -2773 G - H 1663 -2797
Top chord 2x4 SP #2 N :T3 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1 /30/2013 by ALSC
B - L 2448 -1362 K - J 2163 -1134
L - K 2147 -1091 J - H 2440 -1384
Wind
Wind loads based on MWFRS with additional C&C
Maximum Web Forces Per Ply (Ibs)
member design.
Webs Tens.Comp. Webs Tens. Comp.
L - D 470 -163 K - F 626 - 371
D - K 739 - 462 F - J 466 -151
i!f
E - K 419 - 534
6116
EN
V*
p
No. 648
® w
E OF
�S
COA # L
07/28/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of
BCSI (Building
Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless have structural sheathing and bottom chord shall have a
per noted otherwise,top chord shall properly attached
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracln installed per BCSI sections
properly
B3, B7 or 810,
as applicable. Apply plates to each face ofptruss and position as shown above and on the Joint9Details, unless noted otherwise, f�efer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW BuildincLQComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure
installation bracing this drawing
to build the MrrWCOMP W
truss in conformance with ANSI/TPI 1, or for handlM shlppinq, and of,trussesA seal on or
listing this drawing, indicates acceptance of pro essiona engineering responsibillty solely for the design shown.
cover pafge Ability13723 Riverport Drive
The sui ability Suite 200
and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334496
Ply: 1
SEQN: 7560 /
T4 / HIPS
Cust: R8975 JRO: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E
Qty: 1
FROM: RWM
DrwNo: 210.20.1516.13826
Truss Label: Al2
FV / WHK 07/28/2020
9'
17, 22'8" 30'8"
39'8`'
9'
8' S'8" 8'
g'
=5X5
C
=5X5 =4X4
T2 D E T3
=5X5
F
-7- 12
6 �
T
o
W
(a) (a)
to
I� B
W5
ih
G I
A
1
H1
4X6(A2) = 6X6
= 6X6
= 6X6 = 4X6(A2)
39'8"
10'
9'10"
10,
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 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.251 J 999 360
B 1556 / 720 / 921 / - / 223 / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.687 J 999 240
G 1556 / 720 / 921 ! - / - / 8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.081 1 - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: Cgh15.00 ft
ei t:
Mean Height:
HORZ(TL): 0.150 I - -
B Min Brg Width Req = 1.8
NCBCLL: 10.00 TCDL:
Code / Misc Criteria Creep Factor: 2.0
G Min Brg Width Req = 1.8
Soffit: 0.00 TCDL: 5.2 psf
Bldg Code: FBC 6th ed 201 Max TICCSI: 0.939
Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h
TPI Std: 2014 Max BC CSI: 0.897
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft
Rep Factors Used: 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: 17.02.02A.1213.21
Lumber
B - C 1595 -2705 E - F 1607 -2478
C - D 1608 - 2478 F - G 1595 - 2704
Value Set: 13B (Effective 6/1/2013)
D - E 2001 -3233
Top chord 2x4 SP #1 :T2, T3 2x4 SP #2 N:
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W2, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - K 2330 -1246 J - 1 3176 -1733
K - J 3174 -1732 I - G 2329 -1275
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
Maximum Web Forces Per Ply (Ibs)
to be equally spaced. Attach with (2) Bid Box or Gun
Webs Tens.Comp. Webs Tens. Comp.
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
C - K 718 -313 E -1 529 -834
support by erection contractor.
t6iStf
V
K - D 527 - 832 1 - F 718 -314
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
S F
scabs for (2) CLR'S where shown. Scabs®,.��
reinforcement to be same size, species, and
` �•••
grade,
80% length of web member. Attach with 0.128x3"
•
,�EIV °6®
gun
°*°
• °`
nails @ 6" oc.
Wind
a
No. 648
Wind loads based on MWFRS with additional C&C
•
a
member design.
n ii
E OF $•
•'IO0°`
COA #0
07/28/2020
**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,
Component Safety Information, SBCA) fo'r
installing. and bracing. Refer to and follow the latest edition of
BCSI (Building
by TPI and safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted othernrise,top chord shall have properly attached structural sheathing and bottom chord shall have a
attached rigid ceilin Locations shown for permanent lateral
restraint of webs shall have bracing installed per BCSI sections
propperly
B3, B7 or B10,
as applicable. AppTjr plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
drawings 160A-Z for standard plate positions.
f�efer to 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 ANnwcouPMY
truss in conformance with ANSI 1, or for handling, shippintq, installation and bracing of,trussesA seal on this drawing or
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown.
gnawing
cover page , , 13723 Riverport Drive
The su,Cability
Suite 200
and use of this for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334496
Ply: 1
SEQN: 7561 /
T28 / HIPS
Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E
Qty: 1
FROM: LPM
DrwNo: 210.20.1516.13872
Truss Label: A14G
KD / DF 07/28/2020
T 13' 19, 28'4"
32'8" 39'8"
7, 6, 99 i
4,4, T 7, i
%6X6 =4X4 =8X10 =H1014
=6X6
12 C D T2 E T3 F
T4 G
T 6�
T
fo (a) W
o
m
(a)
co
B
A
H v
I
5X5(A2) =H0510 =4X4 =6X8 III5X5K 63 -4X6 =3X6(A1) 1
28'4"
11'4"
1' 8' 1010"4 5'112 i 4'4"
4'4" 7' 1'
8' + 18'10"4 i 24' 28'4"
32 8„ i 39,8" '+
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PsF) Defl/CSI Criteria
A Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.179 D 999 360
B 1922 / 884 / - / = / - / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.497 D 999 240
K 4268 / 1911 /- /- /- / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.04E L - -
H 80 / 60 / - / - / - 18.0
EXP: C
Des Ld: 37.00 HORZ(TL): 0.091 L
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 0.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0
B Min Brg Width Req = 1.6
Soffit: 0.00 BCDL: 5.0 psf Bldg Cade: FBC sth.ed 201 Max TIC CSI: 0.846
K Min Br Width Re 5.9
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.844
H Min Brg Width Req = 1d
Bearings B, K. & H are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: No Max Web CSI: 0.819
Bearings B, K, & H require a seat plate.
Loc. from endwall: NA FT/RT:20(0)/10(0)
GCpi: 0.18 Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE, HS VIEW Ver: 17.02.02A.1213.21
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Value Set: 13B (Effective 6/1/2013) THIS TRUSS MUST BE INSTALLED AS SHOWN AND NOT END FORff. 1596 -3565 E - F 169 -505
Top chord 2x4 SP #2 N 72, T3 2x6 SP #2 N:
C - D 1465 -3467 F - G 400 -180
:T4 2x6 SP SS:
D - E 1332 -3056 G - H 538 -269
Bot chord 2x4 SP 2400f-2.0E :B3 2x4 SP #2 N:
Webs 2x4 SP #3 :W6 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Lumber value set "l36" uses design values
Chords Tens.Comp. Chords Tens. Comp.
approved 1/30/2013 by ALSC
B - N 3126 -1377 L - K 786 -1874
Bracing
N - M 3815 -1821 K - J 786 -1874
(a) 1X4 #3SRB or better continuous lateral restraint
M - L 2986 -1327 J - H 179 -399
to be equally spaced. Attach with (2) Bd Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
Maximum Web Forces Per Ply (Ibs)
supplied and attached at both ends to a suitable
Webs Tens.Comp. Webs Tens. Comp.
support by erection contractor. ftftrp
(a) or scab reinforcement may be used in lieu of CLR a ti �
L
C - N 1089 -274 L - F 3047 -1224
restraint. substitute (1) scab for (1) CLR and (2) �,N
scabs for (2) CLR'S where shown. Scab •"'°O®®fie+® tl4n•®,®r
N - D 440 -430 F - K 2007 -4053
D - M 568 -883 F - J 1889 -778
E+V°®�3
reinforcement to be same size, species, grade, and tmM
�y
M - E 834 -67 G - J 344 -528
80% length of web member. Attach with 0.1280" gun o�
E - L 1423 - 3051
nails @ 6" oc. p0
No. 648
Loading
c°
#1 hip supports 7-0-0 jacks with no webs. o °o
0
Wind + +
Wind loads and reactions based on MWFRS. °�s T OF •�
0
�S r AIAL
COA #0
07/28/2020
"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
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall
temporaryry
have a properly
attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
as appllcab�e. Applgy plates to each face ofptruss and position as shown above and on the Joinf Details, unless noted otherwise. F�efer to
drawings 160A-Z for standard plate positions.
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 µ,WC0%kM ,.
tr in ANSI] 1, for handling, installation bracing of.trussesA seal on this drawing or cover
ss conformance with or shlppinq, and
listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown.
Designer ANSI/TPI 1 Sec.2.
pafge, , 2400 Lake Orange Dr.
The sui ablbty Suite 150
and use of this r7�awing for any structure is the responsibility of the Building per
For more information see this job's general notes age and these web sites: ALPINE: www.alpineitw.com; TPI: wwvvApinsl.org; SBCA: www.sbcindust .corn; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N334496
Ply: 1
SEQN: 7562 /
T2 / SPEC
Cusl: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E
Qly: 1
FROM: RWM
DrwNo: 210.20:1516.14076
Truss Label: All
FV / WHK 07/28/2020
10'8" 11'3"15 16'0"1 23'7"15 297'15
39'8"
5'0"12 7' 15 4'8"2 7'7"14 6'
10'0"1
= 5X5
5X5 =4X4 =5X5 =5X5
D
E F G
H
12
T 6 2X4
Tl
C
io
TS v
1 e
11�
1
32
J
4X6(A2)=SS1017 =5X5 =
K =3X6(A1)
39'8"
�1 10 9.10.. 9' 10"
10 1
10, 19,10" 29'8"
39'8"
Loading Criteria (pso Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 L 999 360
B 1556 / 716 / 933 / - / 257 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.625 L 999 240
1 1556 / 718 / 930 / - /- / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 K - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: CMean Height: 15.00 ft HORZ(TL): 0.142 K - -
B Min Brg Width Req = 1.8
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
1 Min Brg Width Req = 1.8
Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.820
Bearings B & I are a rigid surface.
g g
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.866
Bearings B & I require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 It Rep Factors Used: 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)/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, 18SS VIEW Ver: 17. 2.02A. 1213.21
Lumber
B - C 1690 -2806 F - G 1810 -2878
C - D 1552 - 2521 G - H 1529 - 2305
Value Set: 13B (Effective 6/1/2013)
D - E 1443 -2214 H - 1 1548 -2649
Top chord 2x4 SP #2 N :T5 2x4 SP 2400f-2.OE:
E - F 1486 -2258
Bot chord 2x4 SP #1
Webs 2x4 SP #3
Maximum Bot Chord Forces Per Ply (Ibs)
Lumber value set "1313" uses design values
Chords Tens.Comp. Chords Tens. Comp.
approved 1/30/2013 by ALSC
B - M 2452 -1376 L - K 2805 -1515
Wind
M -L 2814 -1517 K -1 2266 -1220
Wind loads based on MWFRS with additional C&C
member design.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 1699 -1052 G - K 435 - 669
i6 �HPtSP{ gt
S FLUr
M - E 597 - 872 K - H 693 - 314
M - F 499 - 742
C"
a
No�!(ry. 648 ypq�
m4
lg m°
W Y Y Y
a ATE OFRR
COA #0 d�9
07/28/2020
**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
bracing per BCSI. Unless noted otherwise,top chord shall have attached structural sheathing and bottom chord shall
temporary
have a
properly propperly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
Apply to face truss the Join Details, Defer to
asap pllcab�e. plates each of and position as shown above and on unless noted otherwise.
drawings 160A-Z for standard plate positions.
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 ANMCOMPAW
truss in ANSI/TPI 1, for handli4 installation bracing seal on this drawing or cover
conformance with or shipping, and of.trussesA
listing this drawing indicates acceptance of pro essiona engineerm responsibility solely for the design shown.
Ouilding Desigrfer ANSIrrPI 1 Sec.2.
page , , 13723 Riverport Drive
The suitability
Suite 200
and use of this drawing for any structure is fhe responsibility of the per
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com;
ICC: www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334496
Ply: 1
SEQN: 7576 !
T20 / COMN
Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E
Qty: 1
FROM: RWM
DrwNo: 210.20.1516.13934
Truss Label: A13
FV / WHK 07/28/2020
5'74 10'8"
13'3"15 217'15 317'15
i
39'8"
5'74 5'0"12
2'71 8'4" 10,
8'0"1
D
T 12
E T3 =HOF10 T4
=6 G
6
�2X4
T
C
Zo
Zr)
(a)
C r
v io
l B
Hi
A
I 1
a^a
3X6(A1) B1 =-3X8
L K
J =3X6(A1)
20'8"
5'8"
13'4"
10'8"
5'4" T1710"
0'
8' 1
10'8" T
U" 23'1" '{' 31'8"
'{' 39'8" 'f
Loading Criteria (psi) Wind Criteria
Snow Criteria (Po.,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
TCLL: 20.00 Wind Sid: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in ]cc Udefi U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.043 M 999 360
B 840 1395 / 549 / - / 257 / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.128 M 999 240
N* 315 / 141 / 160 / - / - / 68.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.015 J - -
H 585 / 240 / 435 / - / - / 8.0
Des Ld: 37.00 EXP. C
HORZ(TL): 0.028 J
Wind reactions based on MWFRS
NCBCLL: 10.00 Mean Height: 15.00 It
TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0
B Min Brg Width Req = 1.5
Soffit: 0.00 BCDL: 5.0 psf
Bldg Code: FBC 6th ed 201 Max TC CSI: 0.957
N Min Br Width Re
n g q = "
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.693
H Min Brg Width Req = 1.5
Bearings B, N, & H are a rigid surface.
Spacing: 24.0_" C&C Dist a: 3.97 ft
Rep Factors Used: Yes Max Web CSI: 0.546
Bearings B, N, & H require a seat plate.
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/l0(0)
GCpi: 0.18
Plate Type(s): I
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE, HS VIEW Ver: 17.02.02A.1213.21
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Value Set: 13B (Effective 6/1/2013)
B - C 844 -1265 E - F 541 -628
Top chord 2x4 SP #2 N :T3 2x4 SP #1:
C - D 676 - 932 F - G 648 - 274
:T4 2x4 SP 2400f-2.0E:
D - E 709 -911 G - H 258 -611
Bot chord 2x4 SP #2 N :131 2x4 SP #1:
Webs 2x4 SP #3 :W7 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Lumber value set "l3B" uses design values
Chords Tens.Comp. Chords Tens. Comp.
approved 1/30/2013 by ALSC
B - M 1088 - 604 K - J 924 -159
Bracing
M - L 931 -462 J - H 455 -78
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
Maximum Web Forces Per Ply (Ibs)
nails(0.113"x2.5",min.). Restraint material to be
Webs Tens.Comp. Webs Tens. Comp.
supplied and attached at both ends to a suitable
support by erection contractor.
Q
D - M 619 -431 F - K 876 -1254
(a) or scab reinforcement may be used in lieu of CLRS
{d
�+lv
E - L 354 - 564 K - G 655 -1043
restraint. substitute CLIR (2)
wn
E!•ntk+��"'.1111 `16
L - F 903 -493
scabs for (2) CLR'S(whee shoscab
Scab
reinforcement to be same size, species, grade, and
Qua
° Q
80% length of web member. Attach with 0.128x3" gun
dIF
nails @ 6" cc.
No. 646
Plating Notes
a
® q
All plates are 5X5 except as noted.
Wind
A^t-
�� A
Wind loads based on MWFRS with additional C&C
member design.
+ �*
XQ�
t�osea.ao+��° ,4d
PdAtt
COA #
07/28/2020
**WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING
TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme are in fabricating, handlingshipping,
r
installingand bracing. , Refer to and follow the'latest edition of
BCSI (Building
Component Safety Information, by TPI and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless have bottom shall have a
per noted otherwise,top chord shall
attached rigid ceiling Locations shown for ermanent lateral
properly attached structural sheathingq and chord
restraint of webs shall have bracingg insTailed per BCSI sections
propperly
B3, B7 or B10,
as appliab�le. Apply plates to each face oftrussand position as shown above and on the Joint -Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Building�Components Group Inc.
PI
shall not be responsible for any deviation from this drawing,any failure
installation bracing this drawing
to build the MnWCAMPANY
tr ss in conformance with ANSI�I 1, or for handling, shipping,
listing this drawing indicates acceptance of ro) esstonar
pawing
and of,trussesA seal on or
engineering responsibility solely for the design shown.
ANSI/TPI 1 Sec.2.
cover page , , 13723 Riverport Drive
The suitability Suite 200
and use of this for any structure is the responsibility of the Building Designer per
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com• TPI: www.tpinst.org; SBCA: www.sbcindustry.com: ICC: www.icesafe.org Maryland Heights, MO 6304
Job Number: N334496
Ply: 1
SEQN: 7564 /
T19 / COMN
Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CAL1/4EBB ELEV.C/E
Qty: 1
FROM: RWM
DrwNo: 210.20.1516.13811
Truss Label: A15
FV / WHK 07/28/2020
5'7"4 10'8"
15'3"15 23'3"15 31'8"1
32'8" 39'8"
5'7"4 5'0"12
4'7"15 8' 8'4"2
11'15 7'
=5X5
D
12
=5X5
T 6 2X4
=5 E14 =H0510
:5X10(SRS)
H
C
T3 T4
G
60
(a)
T-
io
B
A
1L
t
—IMJ
3X6(A1) =5X8
I
=5X5 =4X6 =4X4L
=5X5=3X6(A1)
21'
5'
13'8"
8 i" 5 5 5 8
8. i1
8'
16' 21' 26' 31'8" 39'8"
Loading Criteria (psi) Wind Criteria
Snow Criteria (Pg,Pfiri PSF)- Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.038 O 999 360
B 745 / 341 / 498 / - / 277 / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.117 O 999 240
M 1429 / 650 / 723 / - / - / 8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.017 K - -
L 629 / 223 / 242 / - / - / 8.0
EXP: C
Des Ld: 37.00
HORZ(TL): 0.031 K
1 534 / 244 / 399 / - / - / 8.0
Mean Height: 15.00 ft
NCBCLL: 10.00 g
Code / Misc Criteria Creep Factor: 2.0
Wind reactions based on MWFRS
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 sf
P
Bldg Code: FBC 6th ed 201 Max TC CSI: 0.796
=
B Min Br Width Re 1.5
g
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.774
M Min Brg Width Reg = 2.0
g
L Min Brg Width Reg = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft
Rep Factors Used: Yes Max Web CSI: 0.703
1 Min Brg Width Reg = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Bearings B, M. L, & I are a rigid surface.
GCpi: 0.18
Plate Type(s):
Bearings B, M. L, & I require a seat plate.
Wind Duration: 1.60
WAVE, HS VIEW Ver: 17.02.02A.1213.21
Lumber
Members not listed have forces less than 375#
Value Set: 136 (Effective 6/1/2013)
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Top chord 2x4 SP #2 IN :T3, T4 2x4 SP #1:
Bot chord 2x4 SP #2 N
B - C 1173 -1100 E - F 800 -686
Webs 2x4 SP #3
C - D 1078 -901 G - H 703 -618
Lumber value set "1313" uses design values
D - E 886 -674 H -1 605 - 577
approved 1/30/2013 by ALSC
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
B - O 936 -830 M - L 540 -410
nails(0.113"x2.5",min.). Restraint material to be
O - N 570 -428 L - K 530 -366
supplied and attached at both ends to a suitable
N - M 598 -426 K - 1 451 -354
support by erection contractor.
or scab reinforcement may be used in lieu of CLR
i
a
(a)
restraint. substitute (1) scab for (1) CLR and (2)
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
scabs for (2) CLR'S where shown. Scab
:®®n
.o•" �a� /�
.
reinforcement to be same size, species, grade, and
'•.�
C - O 458 -291 M - F 773 -732
80% length of web member. Attach with 0.128x3" gun
O - D 469 -432 L - G 886 -898
nails @ 6" oc.
a�
E - M 1630 -1574
Wind
��
No..:648
No.o
Wind loads based on MWFRS with additional C&C
a
member design.
°E OFa
COA #
07/28/2020
**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 sheathingand bottom chord shall
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin insalled per BCSI sections
have a properly
B3, B7 or B10.
as applicable. Apply plates to each face. oftrussand position
as shown above and on the Joint9Details, unless noted otherwise.
kefer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW BuildinQComponents Group Inc.,
shall not be responsible for any deviation from this drawing,any failure
installation bracing -this drawing
to build the MrrWCOMPANY
truss in conformance with ANSI] 1, or for handling, shipping, and of,trussesA seal on or
listing this drawing indicates acceptance of pro essiona, engineering responsibility solely for the design shown.
qrawing ANSIITPI 1 Sec.2.
cover page , . 13723 Riverport Drive
The suitability
Suite 200
and use of this for any structure is the responsibility
of the Building Designer per
For more information see this job's general notes page and these web sites: ALPINE: www.al ineltw.com; TPI: www.t inst.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334496
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E
Truss Label: A16
Ply: 1
Qty: 1
SEQN: 7565 / T18 / SPEC
FROM: RWM
Cust: R8975 JRef: 1 WXc89750077
DrwNo: 210.20.1516.14216
FV / WHK 07/28/2020
25'3"15
1-9" 5
5'7410'8"
-
+
„
17'3"15 19'3"1521'3"15 23'6" 273 15 298" 32'8"
3
5,7„4
5'0"12
6'7"15 2' 2' 2'2"1 2' "i' 2'4"2� 2'11"1
79'8"
'
- 5X5
D
6
T 12
_S
T
LS
ch
0
=8X8 -8X8 e5X10(SIRS)
T ,n
m
E F G H I J K
B
l�A
AER
Z AB
o T io
M v1
NTN
3X6(A1)
Y
-5X5
X W V U T S Q P 0
-5X5 -4X4 1112X4(*') =5X5
=3X6(A1)
=4X4
21'
Loading Criteria (psi) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-10
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
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.
Laterally brace chord above/below filler at 24" OC
(or as designed) including a lateral brace on chord
directly above/ below both ends of filler
(if no rigid diaphragm exists at that point)
13'8"
1'3"15 1'8'i1�,2- 1'3"15 21"11 8' 1.15 1815253' 1,' 231531'8' 39'8"62, 1153'27-r
115 3'315 ���
29'6"5
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: W
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.037 Y 999 360
VERT(TL): 0.112 Y 999 240
HORZ(LL): 0.016 0 - -
HORZ(TL): 0.030 0
Creep Factor: 2.0
Max TC CSI: 0.931
Max BC CSI: 0.771
Max Web CSI: 0.571
VIEW Ver: 17.02.02A.1213.21
07/28/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 774 / 354 / 508 / - / 317 / 8.0
U 1323 / 588 / 635 / - / - / 8.0
R 711 /237 /257 /- /- /8.0
M 531 1246 / 381 / - / - / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
U Min Brg Width Req = 1.8
R Min Brg Width Req = 1.5
M Min Brg Width Req = 1..5
Bearings B, U. R, & M are a rigid surface.
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 1167 -1151 F-G 823 -821
C - D 1085 - 960 G - H 834 - 831
D - E 849 - 722 K - L 728 - 548
E - F 823 - 821 L - M 667 - 571
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - Y
978 - 866
T - S
662
- 551
Y - X
627 - 443
S - R
661
- 551
X - W
462 - 353
R - Q
424
- 375
W - V
462 - 353
Q - P
424
- 375
V - U
462 - 353
P - 0
424
- 377
U - T
663 - 550
0 - M
445
- 407
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - Y 407 -257 U -AB 548 -605
Y - D 453 - 347 AB- H 472 - 522
E - Z 1677 -1447 R -AE 959 - 847
Z - U 1591 -1466 AE- K 943 - 826
**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 propperly
attached rigid ceiling Locations shown forfpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable. Apply plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to'
drawings 160A-Z for standard plate positions.
Aloine. a division of ITW Buildino Components Group Inc. shall not be responsible for anv deviation from this drawing,any failure to build the
I N1 i, or for r
acceptance
any sructure
1 seal on this drawing or cover pa e ,
rAN3the d1sigc shown. The suit9abdrty,
ALPINE
M W COMPAY
13723 Riverport Drive
Suite 200
Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEQN: 7566 / T3 / GABL Cust: R8975 JRef: 1WXcB9750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: HMT DrwNo: 210.20.1516.14246
Truss Label: B1GE KD / DF 07/28/2020
10'8"
10,8"
I4.8" I— 2'
(TVP) =4F4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS All 601 5ENC101 014 & GBLLETIN1014 for
gable wind bracing and other requirements.
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or*=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
Pf: NA Ce: NA
VERT(LL): 0.004 R 999 360
B 245 / 106 / 137 / - 1244 / 8.0
Lu: NA Cs: NA
VERT(TL): 0.012 R 999 240
J* 72 / 33 / 35 / - /- / 248
Snow Duration: NA
HORZ(LL): 0.005 L - -
Wind reactions based on MWFRS
HORZ(TL): 0.005 L
B Min Brg Width Reg = 1.5
Code / Misc Criteria
Creep Factor: 2.0
J Min Brg Width Req = -
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.228
Bearings B & B are a rigid surface.
TPI Std: 2014
Max BC CSI: 0.176
Bearings B & B require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.086
Members not listed have forces less than 375#
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
A �ev
YZE
a
No. 9
648
07/28/2020
0
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of
rt Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall pro\
r BCSI._ Unless noted otherwise, top chord shall have properly attached structural sheathing and. bottom chord shall
a division of
contormance witn ANSI/ i rI 1, or for r
his drawinct indicates acceptance
e of this gnawing for any structure
from this drawing,any failure to build the
1 seal on this drawing or cover pa e
r for the design shown. The suit9ability
ANSI/TPI 1.Sec.2.
ALPINE
nnrtwcouram
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N334496 Ply: 1 SEQN: 7567 / T1 / GABL Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 210.20.1516.13748
Truss Label: C1GE KID / WHK 07/28/2020
T
7'
14'
7'
5' i 2'
(TYP)
=-4X4
D
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (lbs), or*=PLF
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.005 J 999 360 B* 68 / 30 / 38 / - / 13 / 159
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.014 J 999 240 F 268 / 134 / 205 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.004 H - - Wind reactions based on MWFRS
Des Ld: 37.00 EXP: C15.00 ft Height: HORZ(TL): 0.006 J - - B Min Brg Width Req = -
NCBCLL: 10.00 TCDL: Mean Heiei4.ht: Code / Misc Criteria Creep Factor: 2.0 F Min Brg Width Req = 1.5
Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.277 Bearings B & F are a rigid surface.
Load Duration: 1.25 p TPI Std: 2014 Max BC CSI: 0.196 Bearings B & F require a seat plate.
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Factors Used: Yes Max Web CSI: 0.137
Loc. from endwall: An FT/RT:20(0)/10(0) Members not listed have forces less than 375#
Y Maximum Gable Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Gables Tens.Comp. Gables Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21 _
Lumber C - J 461 -238 H - E 461 -238
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
t
Additional Notes S
See DWGS A16015ENC101014 & GBLLETIN1014 for m�.•*•'b°�nm
gable wind bracing and other requirements. ®9e4a ��ENiis� �*be
o
a
b
No. 648 °t
o
ATE OF
COA
°�bQ>��ooQo��
#
{
07/28/2020
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted o"therwise,top chord shall have properly attached structural sheathin and bottom chord shall have a pro pperly
�Id ceiling Locations shown for ermanent lateral restraint of webs shall have brac.'ing insalled per BCSI sections 63, 87 or B10,
ile. Apply plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer to
60A-Z for standard plate positions.
a division of
Im i,orTor r
acceptance
any structure
from this drawing,any failure to build the
1 seal on this drawing or cover page ,
r for the design shown. The suifablllty
ANSI/TPI 1 Sec.2.
I=
ALPINE
MnWCO, AW
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N334496 Ply: 1 SEQN: 7574 / T15 / EJAC Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 14 FROM: JRH DrwNo: 210.20.1516.14123
Truss Label: EJ7 FV / YK 07128/2020
C
12
6
M
O_ Lo
M
C7
V
B
A
D
1, +
7
7'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Def!/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.017 D
Des Ld: 37.00
EXP: C
Mean Height: 15.00 ft
HORZ(TL): 0.031 D
NCBCLL: 10.00
TCDL: 4.2 psf
Code / Misc Criteria
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.713
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.527
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 byALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Provide (2) 16d common 0.162"x3.5", toe -nails at TC.
Provide (2) 16d common 0.162"x3.5", toe -nails at BC.
07/28/2020
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 331 /117 /259 /- /173 /8.0
D 127 /20 /101 /- /- /1.5
C 171 1133 /91 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an � SBCA) for saety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or B10, -
as applicable. Apply plates to each face oftrussand position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,WrrWCO.W,W,.
truss in conformance with ANSI PI 1, or for handling, shlppinq, installation and bracing of,trussesA seal on this drawing or cover page.. 13723 Riverport Drive
listing this drawing, indicates acceptance of pro essiona. engineering responsibility solely for the design shown. The sui ability Suite 200
and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes age and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .com; ICC: www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEQN: 7568 / T11 / JACK Cust: R8975 JRef., 1 WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 4 FROM: RWM DrwNo: 210.20.1516.13841
Truss Label: CJ5 KD / FV 07/28/2020
C
12
6
M
9)
B
M
A
D
1 4'11"4
4' 11 "4
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.005 D
Des Ld: 37.00
EXP' C
Mean Height: 15.00 ft
HORZ(TL): 0.010 D
NCBCLL: 10.00
TCDL: 4.2 psf
Code / Misc Criteria
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.411
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.254
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
0
07/28/2020
M
♦ Maximum Reactions (lbs)
Loc R /U /Rw /Rh /RL /W
B 256 / 95 / 207 / - / 128 18.0
D 89 /13 /68 /- /- /1.5
C 118 /92 /61 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly
attached rigid ceilin Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 910,
as applicabge. App�y plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildiphQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the uanwcoHPAW
truss in conformance with ANSI PI 1, or for handli4 shipping, installatidn and bracing of.trussesA seal on this drawing or cover page , , 13723 Riverport Drive
listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The suitability Suite 200
and use of this Qrawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com: TPI: www.t inst.org; SBCA: www.sbcindus .com; ICC: www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEQN: 7569 / T26 / JACK Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 4 FROM: RWM DrwNo: 210.20.1516.14169
Truss Label: CJ3 FV / WHK 07/28/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
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
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: Ni
Pt. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed 201
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
2' 11 "4
2' 11 "4
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.206
Max BC CSI: 0.115
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
T
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
B 185 /75 /160 /- /84 /8.0
D 50 /6 /41 /- /- /1.5
C 63 /50 /29 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
07/28/2020
"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 othenaise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracln installed per BCSI sections B3, B7 or B10
as appllcab�le. Apply plates to each face oftrussand position as shown above and on the Jolnt9Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions.
of ITW BuildinRgComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the
ince with ANSI 1, or for handlinT shipping, installation and bracing of,trussesA seal on this drawing or cover page . .
,in indicates acceptance of pro essiona engineering responsibility sole lyv for the desi n shown. The suitability
s 7rawing for any structure is the responsibility of the Building Designer pePANSI/TPI 1 S-ec.2.
see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf
ALPINE
ANmvcouPANr
13723 Riverpon Drive
Suite 200
Maryland Heights, MO 6304
Job Number: N334496
Ply: 1
SEQN: 7570 /
T27 / JACK
Cust: R8975 JRef: 1 WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E
Qty: 4
FROM: RWM
DrwNo: 210.20.1516.13842
Truss Label: CA
FV / WHK 07/28/2020
12
6 C
B
_F
co
T
0)
4"3
co
D
2X4(A1)
r 11114 @�
Loading Criteria (psr)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
11114
Snow Criteria (Pg,Pf in PSF)
Deft/CSl Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.196
TPI Std: 2014
Max BC CSI: 0.025
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.02A.1213.21
act
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 143 /79 /148 /- /41 /8.0
D 11 /12 /18 /- /- /1.5
C -15 /32 /27 /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
D Min Brg Width Req = -
C Min Brg Width Req = -
Bearing B is a rigid surface. -
Bearing B requires a seat plate.
Members not listed have forces less than 375#
07/28/2020
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
�ie.
Ad ceilin Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
pplgy plates to each face oftrussand position as shown above and on the Join- Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
a division of
I N I 1, or Tor r
acceptance
any sructure
from this drawing,anV, failure to build the
k seal on this drawirSg or cover paqe ,
/Aorthe design shown. The suiTablllty
ALPINE
mrrwcol wa
13723 Riverpon Drive
Suite 200
Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEQN: 7571 / T16 / HIP_ Cust: R 8975 JRef: 1 WXc89750077]
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 2 FROM: RWM DrwNo: 210.20.1516A3171
Truss Label: HJ7 KD / YK 07/28/2020
5'3"5 9110"1
5'3"5 4'6"l 1
T
4� 3
v
M
v
�— 1'5" T
97-2
97"2
7"14
9'10'1
Loading Criteria (psq Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph
Pf: NA Ce: NA VERT(LL): 0.040 F 999 360
B 326 / 154 / - / - / - / 10.6
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.111 F 999 240
E 364 / 84 / - / 0 / 0 / 1.5
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.010 C - -
D 214 / 177 / - /- /- / 1.5
Des Ld: 37.00 EXP: C
HORZ(TL): 0.018 C - -
Wind reactions based on MWFRS
Mean Height: 15.00 ft
Noffit: 0 0 TCDL: 4.2 psf
Code / Misc Criteria CreepFactor: 2.0
B Min Brg Width Req = 1.5
.
Soffit: 0.00 BCDL: 5.0 sf
p
Bldg Code: FBC sth.ed 201 Max TC CSI: 0.546
E Min Br Width Re
g q = -
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014 Max BC CSI: 0.416
D Min Brg Width Req = -
Bearing B is a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.00 ft
Rep Factors Used: No Max Web CSI: 0.260
Bearing B requires a seat plate.
Loc. from endwall: NA
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE VIEW Ver: 17.02.01A.1115.21
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp.
Value Set: 13B (Effective 6/1/2013)
B - C 394 -562
Top chord 2x4 SP #2 N
Bot chord 2x4 SP 2400f-2.0E
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3
Chords Tens.Comp.
Lumber value set "l3B" uses design values
approved 1/30/2013 by ALSC
B - F 531 - 358
Loading
Maximum Web Forces Per Ply (Ibs)
Hipjack supports 6-11-8 setback jacks with no webs.
Webs Tens.Comp.
Wind
C - F 394 -583
Wind loads and reactions based on MWFRS.
Provide (3) 0.162"x3.5", min toe -nails at top chord.
Provide (3) 0.162"x3.5", min toe -nails at bottom chord.
ft JF
%
E�"^�ej0„y®
M
r-A
ATE OF
c �d
® . � O RYD"
COA #
07/28/2020
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling,shipping, instailingand bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) fsafety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
aid ceilin Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
ile. Apply lates to each face oftrussand position as shown above and on the Joini9Details, unless noted otherwise. Refer to'
60A-Z for s�andard plate positions.
line, a division of ITW Building Components Group Inc..shall not be responsible for any deviation from this drawing,any failure to build the
ss in conformance with ANSI/TPI 1, or for handlin, shlppinq, installation and bracing of trussesA seal on this drawing or cover page,
ing this drawing indicates acceptance of ro esslonar engineering responsibility solely for the design shown. The suiCabdlty
J use of this QFawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; ICC: www.iccsaf
PINE
A
ANnw:OMPANY
2400 Lake Orange Dr.
Suite 150.
Orlando FL, 32837
Gable Stud Reinforcement Detail
ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1.00
Orr 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Orr 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Orr 120 mnh Wind Sn—H. 19' Monn Holnh+. Pnr+Intl., Fr—Incorl n ICE+ = inn
S
2"Brace
Gable Vertical
Spacing I Species I Grade
No
Braces
(1) Ix4 'L' Brace w
(1) 2x4 'L' Brace Ill
(2) 2x4 'L' Brace 1-(1)
2x6 'L' Brace w
(2) 2x6 'L' Brace AN
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
_P
#1 / #2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
-
S P F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
H F
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
-
o
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
J Q
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J
11
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
I1' 8'
14' 0'
14' 0'
1
F
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
d
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13, 1'
14' 0'
U
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' V
7' 9'
8' 9'
9' 1'
10, 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
u F
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
0J
o
�l
Standard
4' 2'
G' 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'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14. U.
QJ
D F L
Stud
4' 4'
6' 5'
6' 10,
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10'
ill 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 F
#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
F
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
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' V
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
r-I
D F 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'
13' 7'
14' 0'
14' 0'
140'
AhoutjL
able Truss
Diagonal brace options
vertical length may be
T
doubled when diagonal
e
18•
)K
brace Is used. Connect
L
I
diagonal brace for 600#
•L•
-{I-
at each end. Max web
Brace
total length Is
—14'.
. E
2x6 DF-L #2 or
better diagonal
'r
t
Verticnl length shown
bracer single
18'
In table above,
45•
or double cut
#E
(as shown) at
L
upper end.
Connect diagonal at
midpoint of vertical web.
� V
LMNIE
AN ITW COMPANY
1 \ 13723\ Riverport\ Drive
\ \ Suite\ 200
11 Maryland\ Heights,\ MO\ 63043
V-1 `Ut Refer to chart
wwVARHM— READ AND FD.LOV ALL NDTES ON THIS DRAVINGI
uDPORTANTww FURNISH THIS BRAVING TD ALL CONTRACTORS INCLUDING TIE INSTALLER
Trusses require extreme care In fabricating, handling, shipping, installing and 6rod_ Ref t
)low the latest edition of BCSI (Bullding Conpanent Safety Information, by TPI and SBCA) f §I
nctices prior to performing these functions. Installers shall provide temporary brndr p G
less no
otherwise, top chard shall have properly attached structural sheathing and
all have a properly attached riggld celling. Lacatlans shown for permanent lateral restrain of
all have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to e
truss and position as shown above and on the Joint Details, unless noted otherwise.
fer to drawings 16OA-2 for standard plate posltlons.
Alpine, a division of RV Bullding Corponents Group Inc shall not be responsible for any devin a
Is drawing, any failure to build the truss In conformance with ANSI?PI 1, or for handling, ships
;tallation 6 bracing of trusses.
A seal on this drawing or cover page listing this drawing, indicates acceptance of professional
gineeri g resporodbillty solely for the design shown The sulta6Rlty aM use of fink drawing
r any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect
For nore Information see this Job's general notes ppage and these web sites
ALPINE, www.alpineltwcam) TPA www.tpinst.org) SDCA, www.sbdndustryargl 100 www.lccsafe.crg
5TATE OF
Q a°�
pw�DA �grsY � 1
Bracing Group Species and Grades)
Group AI
S ruce-Pine-Fir Hem -Fir
#1 / #2 Standard 2
2 Stud
#3 Stud #3 Standard
Dou Las Fir -Larch Southern Plnexxw
#3 #3
Stud Stud
Standard Standard
Group BI
Hem -Fir
#1 & Btr
#1
Dou ins Fir -Larch Southern Pinexxx
#1 #1
#2 #2
lx4 Braces shall be SRB (Stress -Rated Board).
wwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these rades.
Gable Truss Detail Notes)
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nulls.
For (1) 'L' bracer space nails at 2' o,c.
In 18' end zones and 4' o,c. between zones.
)K)KFor (2) 'L' braces, space nails at 3' o.c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 80% of web
member length.
Gable Vertical Plate Sizes
Vertical Length
+ Refer to common truss design for
peak, splice, and heel plates,
Refer to the Building Designer for conditions
not addressed by this detail.
REF ASCE7-10-GAB16015
DATE 10/01/14
DRWG A16015ENC101014
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than Il' 6'
4X4
MAX, TOT, LD, 60 PSF
MAX. SPACING 24,0'
Gable Stud Reinforcement Detail
ASCE 7-10: 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Ore 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1,00
Ore 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
TIr, 14n mnh WI-4 Sneorl. t9' Mon v. Haim,+ Par.+i,.N., r—i—A r.,,.,, n v,. - inn
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) Ix4 'L' Brace w
(1) 2x4 'L' Brace ie
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace ■
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
p r
#1 / #2
3' 6'
6' 0'
6' 3'
7' 1'
7' 4'
8' 5'
8' 9'
11' 1'
11' 7'
13, 3'
13, 9'
-
S f- f
#3
3' 4'
5' 1'
5' 5'
6' 9'
7' 3'
8' 4'
8' 8'
10' 7'
11' 4'
13' 1'
13' 7'
HF
Stud
3' 4'
5' 0'
5' 4:
6' 9'
7' 2'
8' 4'
8' 8'
10' 6'
11' 3'
13' 1'
13' 7'
Q
Standard
3' 8'
6' 1''
6' 4'
7' 2'
7' 5'
8' � 6'
8' 0'
1' 3'
1' 8'
13' 4'
13' 1'
—j
11
S P
#2
3' 6'
5' 9'
6' 2'
7' 1'
7' 4'
8' 5'
8' 9'
I1' 1'
11' 7'
13' 3'
13' 9'
#3
3' 5'
4' 7'
4' 10'
6' 1'
6' 6'
8' 2'
8' 9'
9' 6'
10, 2'
12' 11'
13' 8 '
o,j
DFLFStud
3' 5'
4' 7'
4' 10'
6' l'
G' 6'
8' 2'
8' 9'
9' 6'
10' 2'
12' 11'
13' 8'
d
Standard
3' 1'
4' 0'
4' 3'
5' 4'
5' 9'
7' 3'
7' 9'
8' 5'
9' 0'
11' S'
12' 3'
_U
[-
#1 / #2
4' 0'
6' 10'
7' 2'
8' 1'
8' 5'
9' 8'
10' 1'
12' 9'
13' 3'
14' 0'
14' 0'
_
S P r
#3
3' 10'
6' 2'
7' 2'
8' 0'
8' 4'
9' 7'
9' I1'
12' 7'
13' 1'
14' 0'
14' 0'
U
LJ P
Stud
3' 10,
6' 2'
6' 7'
8' 0'
8' 4'
9' 7'
9' 11'
12' 7'
13' 1'
14' 0'
14' 0'
O
I�
Standard
3' 10'
5' 4'
S' 8'
7' l'
7' 7'
9' 7'
9' 11'
11' 1'
I3' 31'
14' 0'
14' 0'
#1
4' 3'
7' 0'
7' 3'
8' 3'
8' 6'
9' 9'
10' 2'
12' 11'
13' 5'
14' 0'
14' 0'
S P
#2
4' 0'
6' 10,
7' 2'
8' 1'
8' 5'
9' 8'
10, 1'
12' 9'
13' 3'
14' 0'
14' 0'
#3
3' 11'
5' 7'
5' 11'
7' 5'
7' 11'
9' 7'
10, 0'
11' 8'
12' 6'
14' 0'
14' 0'
D P L
Stud
3' 11'
5' 7'
5' 11'
7' 5'
7' 11'
9' 7'
10, 0'
11' 8'
12' 6'
14' 0'
14' 0'
Standard
3' 9'
4' IS'
5' 3'
6' 7'
7' 0'
8' 11'
9' 6'
10' 4'
11, 1'
14' 0'
14' 0'
#1 / #2
4' 5'
7' 7'
1 7' 10'
B' 11'
9' 3'
9' 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
4' 3'
7' 2'
7' 7'
8' 10'
9' 2'
10' 6'
10, 11'
13' 10'
14' 0'
14' 0'
14' 0'
< f
H r
Stud
4' 3'
7' 1'
7' 7'
8' 10'
9' 2'
10' 6'
10, 11'
13' 10'
14' 0'
14' 0'
14' 0'
0
f I r
Standard
4' 3'
6' 2'
6' 6'
8' 2'
8' 9'
10' 6'
10, 11'
12' 10'
13, 9'
14' 0'
14' 0'
X
#1
- 4' 8'
7' 8'
7' 11'
9' 0'
9' 5'
10, 9'
11' 2'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 5'
7' 7'
7' 10'
8' 11'
9' 3'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 7'
9' 12'
10' 7'
11' 0'
13' 5'
14' 0'
14' 0'
14' 0'
.--I
r
D r L
Stud
4' 4'
6' 5'
6' 10'
8' 7'
9' 12'
10' 7'
11' 0'
13' 5'
14' 0'
14' 0'
14' 0'
Standard
4' 3'
5' 8'
10' 3'
10' 11'
11' 11'
12' 9'
14' 0'
14' 0'
About
able Truss
Diagonal brace option
vertical length may be
T
doubled when dlagonat
18,
brace Is used. Connect
L
diagonal brace for 775#
at each end. Max web
Brace
total length Is 14'.
2x6 DF-L #2 or
better diagonal
I
Vertical length shown
brace( single
18'
In table above,
45'
or double cut
(as shown) at
L
1
upper end,
Connect diagonal at
midpoint of vertical web.
Refer to
chart
aVARND7Gww READ AND FTI.LOV ALL NOTES ON THIS DRAWING!
wwIIPQ(TANTww FURNISH THIS ➢RAVING TO ALL CONTRACTORS INCLUDING THE DNST
Trusses require extreme care In fabricating, handling, shipping, Installing and brccing. Ref t,
follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) f aN
practices prior to perfornF,g these functions. Installers shot( provide tenporory bracing D
Unless noted otherwise, top chord shop have properly attached structural sheathing and b ggi
have
we
shall a property attached rigid ceiling. Locations shown for permanent lateral restraln of
shall have bracing Installed per HCSI sections or H10, as applicable. Apply prates toe h
d
of truss and position as shown above and on the Joint oint Detaas, unless noted otherwise.
Refer to drawings 16CA-Z for standard plate positions,
AN rI W COMPANY
Alpine, a division of ITV Busdhg Components Group Inc shall not be responsible for any devla
this drawing, any failure to bud the truss In confornonce with ANSI/TPI 1, or for handling, ship]
Installation 6 bracing of trusses.
A seal on this drawing or cover page Os ing this drawing. br9cates acceptance of professional
1113723%Riverponl Odve
engineering resports6tity solely for the design shown The suitability and use of this drawing
\\Suite\200
for any structure Is the responsk,dity of the Buteding Designer per ANSI/TPI I Sec:.
\\ Maryland\ Heights,% MO%63043
For nare Infornatbn see this Job's general notes page old these web sites,
ALPIND www.atpinettir4oml TPIL www.tptnetorgi SBCAl wwwsbdndustry.orB, ICG wwwlccsafe.org
Bracing Group Species and Grades,
Group A,
S ruce-Pine-Fir Hem -Fir
#1 / #2 Standard #2 Stud
#3 Stud 1 #3 Standard
Dou Las Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Standard
Group Be
Hem -Fir
#1 & Btr
a1
Douglas Flr-Larch Southern Plnewww
#1 #1
#2 1 11 #2
1x4 Braces shall be SRB (Stress -Rated Board).
wwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these grades,
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 100 plf over
continuous bearing (5 psf TIC 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,
)i()(For (2) 'L' braces- space nails at 3' o.c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length.
Gable Vertical Plate Sizes
Vertical Len th No Splice
Less than 4' 0' 2X3
Greater than 4' 0', but I4X4
Less than 10' 0'
+ Refer to common truss design for
peak, splice, and heel plates.
Refer to the Building Designer for conditions
not addressed by this detail.
REF ASCE7-10-GAB18015
DATE 10/01/14
DRWG A18015ENC101014
AX, TOT, LD, 60 PSF
AX, SPACING 24,0'
'T'
Reinforcing
Member
Goble
Truss
Gable Detail
Fnr I Pt -in VPrtirnlcz
Gable Truss Plate Sizes
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
.te that covers the total area of
lapped plates to span the web.
a, 2*2X4
*2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nullst
10d Common (0.148'x 3.',min) Nails at 4' o.c, plus
(4) nails In the top and bottom chords.
Toenalled Nails,
10d Common (0,148'x3',min) Toenails at 4' o,c, plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118,'A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A200 D100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118 a
S18015ENC100118, S20015ENC100118, S20015ENDI E aN
S11530ENC100118, S12030ENC100118, S14330E ' o a JC1
S18030ENC100118, S20030ENC100118, S2003, o m010 JF
See appropriate Alpine gable detail for din ulti $In cedQA A
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -null - Or - End -null
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
Example
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 30% = 1.30
(ll 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
-VARI1Mm READ AND FTJLLaV ALL NaTES ON TI¢S DRAVM ' REF LET -IN VERT
wwDIPORTANTa FIUFMSH THIS DRAVM TO ALL CONTRACTORS DICLUDDIG THE DISTALLER a
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. ReF n
follow the latest edition of BCS[ (Building Component Safety Infornntlon, by TP[ and SHCA) f s DATE Ol/I)2/2018
practices prior to performing these functions. Installers shall provide temporary bracing p CSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo 0 o4�I �� DRWG GBLLETIN0118
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain 4r
II77 O iil��� II II �� shall have bracing Installed per BCSI sections B3, B7 or P10, as applicable. Apply plates to en b
of truss and position as shown above and on the Joint Details, unless noted otherwise.
II I� ILII \Vvl ReFer to drawings 16CA-2 for standard plate positions, Q 4
Alpine, a division of ITV BuReling Components Group Inc shall not be responsible for any devintlo o w'@di0 well t q
AN cofTW1v1PANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin MAX, T❑T, LD, 60 PSF
Installatlon & bracing of trusses.
A seat on this drawing or cover page listing this drawing, Indicates acceptance of professbral DUR, FAC, ANY
1 \ 13723\ Riverport\ Drive engineeringsrcely Far the design shorn. The suitability and use of this drawing
\\Suite\200 Y sponlllty of the 8Wr&np Designer per ANST/iPI I Sect.
\\Marylantl\Heights,\M0163043 ALPINE, For Information see this Job's general notes page and these web sites,MAX, SPACING 24,0'
pineitw.coni TPI, www.tpinst.orgl SBCAi www.sbclndustryargl ICCi wwwJccsafe.org
'T
Relnfoi
Memt
Go
Tr
Gable Detail
Fnr I at -in \/Prtfrn I c
Gable Truss Plate
s
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
to that covers the total area of
lopped plates to span the web,
„ 2X4
2X4 2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsi
lOd Common (0.148'x 3,',min) Nalls at 4' o,c. plus
(4) nails In the top and bottom chords,
Toenalled Nalls-
10d Common (0.148'x3',min) Toenails at 4' o,c, plus
(4) toenails In the top and bottom chords.
This detall to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings.
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 Gable Detail Drawings
A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014,
A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014,
A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014,
A18030ENC101014, A20030ENC101014, A20030END101014, A20 D101014
S11515ENC100815, S12015ENC100815, S14015ENC1008 'V
S18015ENC100815, S20015ENC100815, S20015END 5 P 0 11 ,
S11530ENC100815, S12030ENC100815, S14030 %�P
S18030ENC100815, S20030ENC100815, S200 NhNailced
0� 1
See appropriate' Alpine gable detall for mn ury rt
'T' Reinforcement Attachment Detail
'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 detall).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member.
eb Length Increase w/ 'T' Brace
Example
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1,30 x 8' 7' = 11' 2'
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
-WARNING" READ AND FIILLDV ALL haTES ON THIS DRAVINGI �� � REF LET -IN VERT
-DPDRTAMT= FURNISH THIS DRAVING TD ALL CGNTRACTIRS DICLUDDIG THE INSTALLER o w
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref a idr
folios the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) f e DATE 10/O1/14
practices prior to performing these functions. Installers shall provide temporary bracing p CSL 6 R
uniess noted otherwise, top chord shalt have property attached structural sheathing and bo o 01�1 - Af E OF DRWG GBLLETIN1014
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to ea p
I� of truss and position as shown above and on the Joint Details, unless noted otherwise. �pw �'�j
Refer to drnsings 160A-Z for standard plate positions, ®� �amd RN
this Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatio o � 'A�r�DN
AN fTWCOMPANY this drawing, any failure to buRd the truss In conformance with ANSI/TPI 1, or for handling, shippin MAX, TOT, LD, 60 PSF
Installation 6 bracing of trusses.
A seal on this drawing or cover page Usting this drawing, bxkates acceptance of professional /
1113723\ Riverport\ Drive engineering
�erring Is y for to design shown. The suitability and use of this drawing DUR, FAC, ANY
\ \ suite\ 200responsibility of the Building Designer per ANSL/TPI 1 SecZ
\\Maryland\Heights,\MO\63043 For nor. Information see this ,Job's general notes page and these web sites.MAX, SPACING 24,0' ALPWE, www.alptneitw,comi TPh www.tpinst.orgi SECA, v■.sbcindustry.orgh ICO wwwlccsafearg
Valley Detail - ASCE 7-10: 160 mph, 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better,
)K)KAttach each valley to every supporting truss with:
(2) 16d box (0,135' x
3,5') nails toe -nailed for
ASCE 7-10 160
mph.
30'
Mean Height, Enclosed
Building, Exp,
C, Wind
TC
DL=5 psf, Kzt = 1.00
Or
ASCE 7-10 140
mph,
30'
Mean Height, Enclosed
Building, Exp,
D, Wind
TC
DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted In lieu of fabricating from
separate 2x4 members,
All plates shown are ITW BCG Wave Plates,
3X4
12
12 Max,
2X4 X4
i8-0-0 max
4X4
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of
web, same species and grade or better, attached with 10d box
(0,128' x 3.0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014.
Top chord of truss beneath valley set must be braced with;
properly attached, rated sheathing applied prior to valley truss
Installation.
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design. .
xww Note that the purlin spacing for bracing the top chord of the truss
beneath the valley Is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
oe-nailed
s�
Square Cut
Bottom Chord
Vallev
2X4
Stubbed Valley
End Detail
Optional. Hip
Joint Detail
24'uro-e
w- ~� rr 't i i usses 20-0-0 (++) Partial Framing
•°w4® ''• ''
o ° 4' o,c, Plan
Supporting trusses at 24' o,c, maximum spacing,
H�vwFiCC � RS THIS an�TANTFFURNISH TISraAcuALL RS INCUING THE B,sTALL
L 30
30
40PSF
REF VALLEY DETAIL
Trusses require extreme care In fabricating, handling, shipping, Installing And bracing Refer to nd
lotto. the latest edition of BCSI CHulldhp Component Safety Information, by TPI and sHCA) for so
�/:ATIE
.JF,;
L 20
15
7PSF
DATE 10/O1/2014
practicesprior to performing these functions. Installers shall provide tenporary bracing per Bunless noted other.ise, tap chord shAtt nave properly nttnxded structure; sheottung And bottom
L 10
10
10 PSF
DRWG VAL160101014
shall have a properly Attached rigid ceiling. Locations shown for permanent lateral restraint of s
have bracing insion Alledss per BCSI sections or ils
Apply plates to each .eRetrussand
!shell
00
th J Det unlessdppilcabte.no
pposition As shornabove and an the Joint OetAHs, unless noted otherwise.L
ReFer to drnwings 160A-Z for
4
0
0
0 PSF
standard plote positions,
Alpine, a dlvision of ITV BuOdlrp Components Group Inc shalt not he responsible for any devl&tic f
this draing, any failure to build the truss M confornance with ANSI/TPI 1, or for handling, shppng,
�yRWNMPANY
"e A,sa
LOR
. LD, 60
57PSF
55
Installntlon6bradngoftrusses.
A sent on this drawing or cover page listing this d•awbig, IrwDcntes acceptance of profess; t
Q1186ggr13723\Riverporh
FAC. 1.25/1.33
1.15
1.15
Drive
enghee resP°nsaitysotely for tlx desbn shown, The sita6Nty and use of Ws drawtrp
far oily strucdre Is thestYutyof the Buldig Designer per ANSI/IPI 1 SecZMaryland\Heights,lMO\63043
\\Suite\200
For more Information see this Job's generat notespage and these web sites
ALPINE, wwwatoneltw.comd TPI, vw,tptnst.orgi SBCA, wwwsh ndustry.orgi ICO wwwJccsafearg
0
CING
24,0'
I VALLEY FRAMING & BRACING DETAIL I
•
R
BC
Lumber Size and Grade Minumum Req
GENERAL NOTES
uirements
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this Is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
.Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
aw 'CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
-e the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gered between rows.
TYp)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(•w) 8 16d 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
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
BLOCKING NOTES V 13. Collar beam to rafter 416d toe -nails
8r CRIPPLE, BRACING, NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Iong
nailed w/ 2.10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of cripple with 10d 10.128"x3.0") nails at 6" o.c. ,r, or scab must be 90 % of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/ "T" or scab. Use stress
graded lumber & box or common nails.
Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
Installed Into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NDS requIreomeaWPOWNUM
Nails are common wire nails unless noted otherwiser1H.
rryAtitr
A�/� ENS**i
•
reMARXNQ— ROAD NO FULL V ALL WM w TWS DRAW7W Z
uZFCWWTa FURKMH UM MAVM m ALL CORMACTEin TM'vmmMr. THE DISTAL,ER""
Trusses require extne care ti fabricating, hondLin g. sNPpkp, installing and brackro RefeE
police s latest edition of BCth (RuILOV ion. Int Safety Information,'by TPI temporary
bSBWracing
for e1
Lk,A—. s noted
, perfarnig these functions. Installers shad strut ral sheathing
ng and
petit DCSL
bless noted property
attached top chord shell lgve properly shownattachedfo structural taterang and boijon cl
shall have a PrkV ins dr rigidBCS1 sections
Locations 27 shown for pe ab(.. t laterel rcst-toln.0f3j
��r� n� StiaR have bra= ass per above :and on Bs, Jar aIa lis unless Apptydot plat to eae� r
I� I I\uV� of truss and drawings
1position —Z for
above and on the ion& DetoAs, u�ess noted otherwise. 4 !
ll Refer to drashpe 160A-Z for standard plate posltlons. y
Alpine, a division of ITV Building Components Group Inc shaU not be responsbLe for any devlat 313
AN rTW(0MAANY this dmwtp, any falure to build the truss in conformance with ANSI/TPI 1, or for hondlFq, shlpping
installation L bracing of trusses.
A seal on this `d—ing or cover page listing IN. d-a.ig, idoates acceptance of professbro!
�rrspOrb<b4tty solely for SM design shorn The s�itohAfq ord uss of this d-awk�p
13389 Lakefront Drive for •rry N the r q..A lity of tha DIA&V Deaigrrr per AItS[/iPI 1 Sae2
mate il
Earth City, M0 63046 For f—tton see this Job's gercral not page and these web sites,
ALPM wwwalpheltwconl TPI1 www.tpixtorgl SBCM wee.sbdndustryor'g1 IM wsw.kecofearg
STATE OF
P4 OR 1Vt. e�5(3
�'•••w»...••.
s�ONAL ti •�'t'�
(A)
(B)
("',
TC
LL
20
30
40
54
TC
DL
10
20
7
7
BC
DL
0
0
0
0
BC
LL
0
0
0
0
TOT.
LD.30
50
47
61
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNVI801015