HomeMy WebLinkAboutTruss39'-8"
11�
11�
�
11
Nil
��
II
�
II
11
11
-
--- - -- - - --- --III
---- ------- ---
- - ----
11
III
11
!11
NO
Am
RFFM TO -
PAW CONNECTION.
�7-tY
TYPICAL T SETBACK
CORNLABEIJN I
AND SPACING
111111I
Hevlewed for Code
cotopikulue
ID L4vvemal Englneelit o
Sconce
, �,if %
Ada 07°�
' Labeled End Marti
NOTE.,
I Total Truss Quantity = 57
I DO NOT CUT OR ALTER TRUSSES WRNOUf CONSENT OF THIS OFFICE. BACK CHARGES
WILL NOT. BE ACC(PIID TER WTTHOUi PRIOR WRITTEN APPROVAL BY OUR SERVICE
DEPARTMENT AT CARPENCONIRACIORS'OF AMERICA INC. 877-293-9487
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAVANGS AND -
ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
Nil
1
General Notes
1) N pads clad Waq Ad h- and flat
W- h- On tV d-ad PU* pd+w V—
z) gp taro s,woa � Uim dn..r.
3) N trm wft is 2e O.C. Woo W w
mt.i
4) hr Tmw pkb h*%& BF4B1 n=.— a-
- p n maR xbaivp dw M be0= at a
mmffmm yodp IS O.C. arow 8n Ipm. to
b npwbd d a t.A..n d 2Y bob.. cads
x dva B.apwd tM rbuea
R6ww' "iv fo BL9-BI ra ay adfa d brm4
ROOF LOADING SCHEDUL
TCD�� 7 PSF
BCDDL = 10 PSF
PSF
DURATION = 125 x
HIND SPD/TYPE= 160
ENCLOSED
BLDG EXPOSURE - C
USAGE - RESIDENTIAL CAT n
HIND IMPORTANCE FACTOR= I
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA.
FBC 2017
TPI 2014
T-usz mcmbcz dcsi &mvvccrorplslrs
fJai m=d fur ASC�7-10 -d mzsimu-n
onts fbrvm!2 compvncvts and cladding
aad —I. wind lose rcsisuag z�sle
•Tbc vu hove brrvsvidto s`+-iYas
vdditiaaat ta, p:rnaa<aa=naraa mmmrl a a6.t
ImJ.
FLOOR LOADING SCHEDUL9
TCLL = PSF
TCOL = PSF
BCDL m PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACMONS AND UPLWM .
ARE SHOWN ON ENGWEERING .
j LOADF DFSCRDPrION Mr. OATEN
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G, N.W.
WINTER HAVEN FL13RIDA 33880
PHONE-(800) 959,e806
FAX- <863) 294-2468
BUILDER D.R. RORTON STATEWIDE
PROJECTCEUMMME
MODEL 1B2B/CAL1/4EBB
CCA PROJ/MODEL/ALT
7AB/ 182EC.E .
ALT DESC
OTC 3239 TRINITY CIRCLE
LOT 44 BLOCK
DESIGNER
PAGE
1
iiR��FS
3/30 17
%34496R
1/44 "=1'
14'-0• 4'-e 16 21'-4'
39'-8•
Total Truss Quantity = 57
ITS MENDED TO AID 1x TIE ff TRUSSES
HIS A TRI63 R ND IN n DW* TRUSS mAvny AIrD
ARaOTDL:TIE D TIOS DRIA
9PRfA
—Labeled End Mark
a TkuSSEo
SUIT.
UDAR Ep1TIW DE
cmwA.'R.w EN M DISTAIASSE DE iDEERED L.OS DIDI, nc Y MaL07EGTIRAt DE INGO@7aA
ci E D1TO AM V9 DIO A 31PE9i1N ESTE DR1l40
ES W RAN DE rn --- TRIOS EST,
M 71-ftT GIRM Wa¢TIDa
Au rlaa asD� c rwsma tmETrol mTi wrai Mar Slk�
as Y.Ta T�� VRIanI COR11f a T16 6irQ )aq
a®oLmS
/
A2 /IPLD fQl
AT n1a1On6! Cw11RALTrL 6 Ammr& aC
OaDtEa A M 7065 wI 7W62r. NDI m E rLm�q
& sur 0 D Ta AV am
1"m 1w am
COND a t VrA r TOS6
LAS Ci1IMS SFJv It�mlT a m ai6emlr6. w Vm T
, a w.TTrE WS Taut= m 4 mrwramTca C r3TA
SIA
c tAT ��� TE ®,rmna mr SID MM.0"Tma
w EN Dmw.rml T a TE A1Srwa arALYRR CNWA M lAS
IRD X a CAMS Mf1OD1r2 MmlClwl fRVn1 iq "r
Ir61fm ■P E mVlm EII GIRIEl1iF>A mDRAtTQw 6
win, rriVAT twT MarAS N16TAS Pr r0 l OS a Tea, T
FSfAr nl YIGM T DI >a!V® YrIQ S arc lCt TWSra ¢
16MS lE 11Q]m1W SIaOQTRTyS,
IIC an-039ro
-293-9
VW,ieVAAa twT
Reviewed for Code,
COMPlianc-e
Universal Englnee*q
Sciences
I■
General Notes
1) N Mrdd d wd tmm. Od tomo a W Oat
grdwa hr an tap drd pay pwW veea
to he imtded ym, Ede Iq.
2):b gaaq to 6e 5ngxn HU526 ucJosC otlr�ce
3) Al tmw V=4 is 2V OA wim alhl.iae
noted.
4) Pw Trim Plde k tfide 809-M rmcwwnmdalioe
pm no X-Wo* *Add be plated at a
morinaan rpackv 15' OA. aalma 00 sp i. to
be TTpeafed d a Ir,m* d 2W beheen wch
x-trooa wayiat Or ShLL4aa
pbma - to BC9-81 for any addd'rd bra*q
dddh
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL = 7 PSF
BCLL = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTLAL CAT 11
NAND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2017
TPI 2014
Tras member&e ign &wnrenorplates
are deli�d fort 7-10 adnla�immo
fmas Wbfo'-mp0nems and mddiagc
and =in wind force resisting sysems.
• Thu basses have been—i—d m rmy an
additiom110# psfm � mboctomchnl We
FLOOR LOADING
SCHEDUL
TCP
TP
BP
TOTAL P
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLIM
ARE SHOWN ON ENGINEERING
WALL KEY
® 0
L OESCRIPIION INR. DATE
uw
D6 r[v a Rrw
einac
wr
o wsaw, cv vaw rra
amnT
S
m.c M
TRar
To
ar Ti, YIr a Vlo rnr
Tour.
s
rc rwr
veenr
a
ro rra
ania
r�
ro s
eururc
0
rrmrrQfrrrc n
amm
lis
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CARPENTER
CONTRACTORS
OF AMERICA
39M AVENLE 0. N. W.
WINTER HAVEN FLORIDA 33880
Pf10RE,(800) 959-8806
FAX, (863) 2"-2488
BUILDER D.R. HORTON STATEWIDE
PROJECTCREEESD)E
MODEL 1828/CAIJ/4EBB
CCA PROJ/MODEL/ALT
7A5/ 320/182ECX
ALT DESC
OTC 3314 TIUMW CHt
LOT 44 BLOCK
DESIGNER
PAGE
RFS
I
1
DATE
3 17
/30
�NN334496R
LE
1A4 "=1'
Builder:
Project:
ENGINEERING PACKAGE
)R HORTON/STATEWIDE
7A5 CREEKSIDE
Model/Building: 182EC,E
Lot Alt:
Lot: �
4 4_...._
��
Block:J
Address:
3314
TRINITY
CIR
................................ I -.............................................. ...............................................
JobNumber: N334496
..................................................................................................................................
Revision Date:
Unit: T
New Load #: R H 01m„_.....-.
CARPENTER CONTRACTORS OF AMERICA, IN
V 3900 AVENUE G. N.W. Re °`
y�ej"�''
n. c°"rpr Cods
WINTER HAVEN, FLORIDA 33880 ze�"a
PH (800) 959-8806 FAX (941) 294-7934
ALF i N E'
March 13,10.19 M ffW CC%VAW
Mr. Bob. Michaelis
Ca�rp6fiter'Cdhtractoft of. Ameriba,: Inc..
,3909 AVenue G, Northwest
Winter Haven, FL 33880-6201
Re: AlternatiVb Instd1lations. for 6 single 01y carried truss with a width less than thehangqr width, -and
Wood...blobki.ng,to:achieve full design load''VO.L-.'fOrfO'Ce.r.rid.Uht6.d..hanger'.att achmenton.-a,orfepy
.supporting girder. (Rbfbt6nd6 d6tail WMM2)..
Dear Bob,..
For a " single ply carried truss *'with aiwidth less than'the'han gee width you can in I n s,;a prefabricated jack
stab truss: for wpoO.filler blockihgk. The chord: sites,-:-qhord..grades, and to
beth&.same atthe siiig!6.pi"Ycam'edtruss. The prefabricated jack ;!scAb . truss have a: minimum
it6h.:of5/12. The single ply carved Vsss j�qg�� of 48'� and will.have a minimum p.,..... ri, . tr, hall bave..9 reaction of
3,500# or le0s. Attach prefg0ricot6d.ja6k:*scab:tr.uss. withAwQ. 2) towa of 0. 1 28"x3.0T GUn Nails at,2"
0,'G. perr6W, -staggered 1 ":(S6e'F1d'Ue6 I b6lbW). Please ..refer to the Simpson Strong -Tie Catalog C-J' C
901,9-3.15p" 216 ik l7igkjr.e:.3'fo.r more information;
Figure-1
For -a single ply Me"rAhat requires Wood blockin' tq,adhiovefUll design load Value for face -mounted
.9. 9
hangers attach one wood'. block to*t..h,e backface.9khe single ply -girder with the: tame size and
gtade.as the bottorn. cbbtd. Of the. single. -ply girder. The. -Wood: block length to be such that the wood
blocking- -extends to each adjpcent' pa n'6l'pJQints:(qv&bs.6hd bottom -chord intersections):. Attach wood
0 12T x3ff'd ri l4iiiis at e blocki (*),wftbtWo." - (2) -rows. of u perroA. staggpt.ed. 3. 0" applied to. the
6760.'F'iorum D.O.ve Suite 305., brlan.d.qi, FL. 328.21 - (000. 62.1-9796 422-79685
wwmalpineitmcom
v1
ALPINE
. 'NcO'q'
single ply -girder face; With an additional (20) 0,128!x3.O Nails at each pan to he.
el ppirit applied t
Wood.* block face (See FigUre%2 WOW Please refer to the Si . rhos6h Sttotig-Tie:C6talog C-C"2019i
-page 216, Fio.u're. 1 for more irifbirtnation.
Figure%Z'
. ..... ... . ... . I .. .. . ...... .. . . ... ..... ____ ...... ...... ........ ... ........ .. ...... ....... . : * - __
The appli.tatioh of pt6fabHc''ated jack 's'c6b truss forwoodfilide'blocking :or wood blocking -to; achieve full.
design load value for fa.c&-mo.unte'd hangers Must be approved by the -hardware fa
Manu PiUrer.
All edge -and end distances, arid spacing: or all nail connections must be suffi6i6nt to'OeeVent-splitting of
-'Wood.:
If I canoe of any further assistance. or if you h. have any: questions; please - give -me acall..
William K Krick:,P.E.
Chief Engineer
TVV Company 1pine-an. I
Engineering Department.
Odando, FL
No,'.7080t
STATE OF lk
V
6750 Fbr'u'm; Drive: SO it6-306";Or1and6..F.L -3.282.1 - (800.).521-.9790 - (863) 422- - 8685
b
ALPINE
ANRWCOWPANY
April 261-:2019'
Mr. Bob Michaelis
Carpenter Contractors of.Arfierica, Inc.
AvenueQj Northw st
Winter Haven, FL 33880-.6201:
Dear. Bob,.
.R6'- Stronoback bridging on tb6f-tru§tb$.
I understand there is omd cohddm over our recommendations' f6rstrdfigbAck bridging on rooftrusses,
'811*�pn k i mentof the
gb4c bridging for roof trusses is not o :ANSI TPI 2014.n.or is i.. - a require.
BU!Idirlg Component -Safety Information But strongback. bridging off roof trju§ses it
recommended; by Carpenter Phtef Cohtractdrs of. Am*edca. Str6n'gba'c'k bridging Serves the:. following two.
functions:.,
One, bridging aligns the bottom chords after they pre- set so they .are uniform along the ceiling
fine and h6los.'with ceiling serviceability
Two; bridging reduces relative ddfie.cti"O'n6f.adiabebt-trusses:
Strongback bridging .does : hot: 'Prevent or reduce overall individual deflection, especially aeiy roof tfussesT
re than 114" inch.
St permanent bracing rongoaqX- briidging in roof trusses does not serve 6s terhobrary:..or. p6hnan C 9 .and Is not
intended to .distribute. or share. design loads, -beNveen trusses. Consequently, no de i6h load's
been accounted for With this. detail and d0htihUbUs Wohgback'bridgirlid -shdU . ld not bdAtt
ached between
corbalon and g:irder trusses-.. Th.e. use :of strortgback . bridging � shall not-Ji-iterfere w . ith other, design
considerations as specified by the Ehgin''e'e.r'0f Record or the Building: Designer.
The outer ends ofthe strorig b-ack bridging shall . be attached. to a: wall or anothersecure end. restraint, -or
qsspecified:by the Engineer r of R6coird dr.thd Buildind.136sighdr..
Str6hgback Midging'shall. be a. minimum :of 2x6 -hor-hinai lUm'b6r. oriented with the depth voiti I cp(:.. Attach
Wf� -
I f6d :common nails (0J62"x325 " nails at:. each intersecting rhembet. When extending the
:strdngbatk bridging overlap by at. a.minimum of two .trusses. The jocatioa of the: strong.back. Mdging.
maybe: specified by the Tru§s WhufpOurer,. Ehbihe& ofRedord, or Building Desi&er Please r06e-to
C*S! "Strangbacking rovisions' or to..Al I :8TROq-1.81R1.014 detail for more. information. The graphic
pine. . .. I - _. p
Orici §t ive pUripbse only.
shoWh is f6irgen ilu 'r�t
,6750 Fbrum'Ddve:Suite 305, Orlando, FL 328221- (800) 5214790- (863) 422"8685
ALPINE
Figurej.
if Lcan be of any further assistance` or
if you have any questions please;
ease; give. me a call.
11.
I
William. H.Keck 10-t.
ChiefEng'kirieer
Alpine an M. Company
Engineorih g _*Department
-Orlando; FL 3282.1.
676.0 - Forum Drive Suite:366, Oflanidd;'FL 32821 -; (800). 521-9.7.90,- (893)-.422-8685
WwW,*dpineitw.c6rTi
M.
# A
AN JJW4
S61to 200
M261aw Heights. Mc
STRONGBACK BRIDGING RECOMMENDATIONS
TOGETHER
AT6. ATTAU=AR ....... ' - H lod:BDX/ N f .4! —0' W (OXP6'x3.0'). NAILS IN2 ROW?A
,SCAB
NOTE4 IN LIEU OF SPLICING AS SHOWN,
LAP ST�ONGBACK-'VRIBGING MEWRS
F13k:AT LEAST ONE -TRU=:;SPAC1NG
STREINGBACK* -BRIDGING: SPLICE DETAIL.
STRONGI)Ack 9k1!hQ1'NG- ATTACHMENT ALTERNATIVES
/M. 1, or
web
®All scab.. -.on b(ocks shaLl, be:. a.. rqlnimum_2X4:
'stress graded -lumber;'
No-Att strongback bridging .and bracing shall ,be :.
ded lu minimum P_x6 .stress- 9!,q, MbL-;
*-T.he purp.ose of strond*back :brlcldlhg. Is to,
develop load sharing 16t-ween. IndlVid uW trusses,:
russ*es,
resUtIng In 'an o-�*6rqLl Ih&0d!5g In -the
StIf Oness-..O'f - �the: 'floor'system; .2x6
strongback bridgingi in
cle'talls, is recommended .at 10' =0` O.C. (mcoO
ThOterms 'bH6616 " Ind `b.r.a0.h@ :are som
eilmes
mistaken(y�usecl: interchangeably. s1radlh6' I's an
:
Important structural r4eoUlrehent of any flb&,
or roof system. R.efer Ao.- the: Truss De8i . gh
-I)rp;wlng TDD) fdr the.,'..bradno ft.q i� uW-'L ments f or
each IndIVIci(A.At truss component, 'Bridging;'
partic 6tox'ly 'strongba :c k.'*;brl g!ng'As:.a:
rec6mmLMdatIon for 'a :truss system to, help
In: cLO161I.-Vom to',-aldirig In the:
distr1b.0tion of point' lbads between adjacent
struss, -str to reduce
.ongback bridging. serves%
:Na j
qTS I
rd
/a POVAS)
14 MW
a P*"
bounce. or realpkuai viVrATIOn resulting: f rom
moving poln't (OqcIsj :such as footsteps.
The Performanc.0 of -all 'floor -.sys�ems -are
enhanced 'by. the. Intballiat(on of strongback
bridging and therefore 11s. strongly recommended
ncled
by Alpine,
For a6lclltlondl Information rebqfdIhg s7trQnqbq,qk
Wclblng, refeii- t. p-ODS! (B61WIng 'Component
Safety, Information).
PSF REF ....
REF :STRI
.....
TeS])L. PSF DATE, -16�,Oj
Nb. �0661. ts .. :. -
4CE 11 DL PSF- BRWG STRI3
1: ITC. f L L
PSF
SITAIE F "L&q' D. PSF
OhlF.
I
...... . . ....... . .........
...... ..........
s OF C.QW5.1-Oubt o. AUA.Ttil� -Wiraf,
THAN T
TR U. MIAL.-
qw4c. N* ATE, CON V ON MAI:
s T",PC-A PALC 011.1141 !ot- -�Mvj m
AT.-iDl- AST
SeE - PPRQPRTA%,`4-PrN 'DRAW14. FEM, ."LUMBER -PLAMES AND.:
1 -OT DATA N.9t.''
lie :No -91 'OR. RIM' AA. IAIL A
It 91 TRM
-t B-04— 1;1 psrl I/V -All 11-
vo.pig 4 10,
.9 RIA U * PL.1'
bd, py TO V
:2
'M M-114m,
01
... ... ...
N 4X4. 4,
E's-
s
f kid
...........
CLEA - SP
Tim
L.
Plkl� ende,
T
s
r,i%' ' i-:n
,
}
Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or web Member.
This design Is valid only for single ply trusses with 2x4 or
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 sectlon
(L) = Minimum nalling distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Apply one scab per face.
Minimum side member length(s) = (2)(L) + (B)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' o.c„ rows staggered,
Nalt Into 2x6 members using three (3) rows at 4' o,c„ rows staggered,
Wait using 10d box or gun nails (0,12810', min) Into eaph side member,
The maximum permitted lumber grade for -use with this
detail Is limited to Visual graaie 01 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detail may not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tie-in loads.
Nail Stoac(nq Detail
Member Repair Detail
Load Duratlon = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force
Member;
Slze
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12,
620#
635#
730#
6004
Web Only '
2x4
18,
975#
1055#
1295#
1415#
Web or Chord
2x4
r
24
975#
1055# 1
1495#
1745#
Web or Chord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30
1910#
19600
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
361
1
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
r
42
2975#
3045##
3505#
3835#
Web or Chord
2x6
43950
4500#
5225#
5725#
Web or Chord
2x4
.' ,
48
3460#
3540#
4070#
4445#
Web or chord
2x6
�tO#
5280#
6095#
6660#
MlWnun B L
L Dlttnnee
Nlninum
L Dionne.
e
PsVW4NMoK READ AND FULLCY ALL NGtls oN nits DRAVIN01 REF MEMBER REPAIR
awWMtTANTw fMSN TNIS DRAYDIG TO ALL CONTRACTORS INCLIIDIIIG THE INSTALLERS,
Trusses require swtrrnr cart h Pabrleating, hafdlhg, shippphO, Insialllr� and bracing Refer to and DATE 10/01/14
follow the latssi edNlon of )CSI GUDdkg Conpan-nt Safety In arwotlon, y TPI and SBCA> for safety
praelites prior is perfor,Jng ih,se funcilans. Installors sholl provide }emperory �braeY, per 7CS1.
units& noted aWrels&, top chord shall hove properly attaeMd structural sMatlwnp an:botton �,and DRWG REPCHRD1014
shall have a properly aitaclkol W at�,�y Locations shown for permanent lateral restraint of robs
SMII have tracing Nrialled per I meeifans )3, 17 or 330. os appucal►, Apply plates to sash face
Q�i I �i� of truss end posltkn as shown above and an the Jolni Dstatt, UMless notes ote,erwise,
L p Refer to drawlnpi 160A-2 for standard plat- posltlans.
Alpine, n dNlslon of ITV 7WldutD Conpcnwnts Dro Snc, shalt net be responsible for & devla}ten Iron
AN RW OJMPANY tWs ddrorin0. any faAurw io bUllaP the truss M can�ornancr with ANSI/TPI 1, ar for bond p, shlppYq,
hstallattan L •�racing of truss&&
A ssal'on tNs ekntty or cover pope 0st4.p ihls drawF,p, hdcates acceptance of professbnsl
.r.plrr&r},p rsaponda solsly far ins dss�an shown, Tha adtobllty and use of iNs dralft [�
1338g LekaAropl Odv& for any t3'ueWre Is ilM rnponBulty of VW A Icing Dsslpn&r per ANSI/TPI I Sfcil. J
EadhcRy,Mog3045 Per man Infornoilan set this Job'- General no}et ppsope antl ttlese web slt►sl SPACING 24,0' MAX
ALPINE, wee ,al nsltw.eanl TPB vws,tplmstorgl SBCN wwwebelnd.stryergl 1CG wwwaccsafoerp
t A
M
Lumber size and 6de--Mlnoma'm Requi rp-mgrif s.
W'Acio�- PIA'AW U—,
0
.;Jipotal bridn Mom
atysp.ffo'de bdhir
dits 6WA.. WWI -
or
RIDGE
BOARD
ak
'/2 Halgifiv.
01 viozy
.06L1AR BEAM, EVERY 110110,
FAR -OF RAFTERS
Maximum WoAn'rdbf height; 3,04vet.
..or A- Tut -q-oPASCF 7-20 . W mph; iTI6Q4ed"iEXP ch yxt--"o
t,4..k..L.
eo
VAL
PLA'
+rdpo
i t4R! th Spa
stagjeta
.2. v O.C.
TRV'S-
UND VALLEY -r-RA-MING
VALLEt� RAFTEP..OR RIDGE
W?.
"Idr-30 Psf (M)'alid -26 p4f (.TD) Mak,
p.:(gt sooh rov�htn§ from -tho vdil oys 'ovelooporr.
itd't*jPUe'..'RaijQ'b6a&w thatc4o(e focations are
4 16d*ta-i
Y...7 f.
WA tM'FMLa%ft.%N=�: rawT. L� ;a.d'.Sb 46 54 RV P AA3WTG;
M'f* FLU"=, rr= WAVDIC M "X
-TC DL it O 7 '7 D. ATZ j0/Qj/.1'4
foa.w My- LaUst Od'ainof+' L- 01A&M 0 Z
w pm-. id FwrfAf, N.' t�� c
tW"W,jWt Ac 0 0 0 DRW.o V. � 1801 '"t&ty�" �id h9 &Wb.�q M Nv ols
'"TA
aWt We �W�opvv twdwd, 7�. cv.�V
.j '.6' Puck,
-4 o 1V C BC LL 0 .0 0. 0
rt�w%7=6. lt" F -.. I -
Al! Qf*W � .. ow * " ' ' V.,
*jw". VOT. Wt;3Q 5b 4..7
Le tw..' d
"W"" &Pdtr d—co. P R F3 1.
M Trw h mwcfzh i AN$ I
W, tt'. Imas ewe ft
.,—dA)r -for im. shown... Pw,.Z M.
L FAC, 1.25.1.1
ForceU Z.4 4*� -
W-Y OCL14.17101=150
alfs.
I
'ffVP16!dffdjd. C
4 2.6&04-00s
3.
Woole.tdAWk
'416duenaft
1nIna
ch sheatWn�
4.
. . .
AaftWt6:two.7X6 sicepeu.*
4 1 rid toe-dblfi
S.
-51(fopo w-trwi.
416d td&rlmlls
3 loo td6oftea.ch sle4p.erjktru.ss
.6.
::FUdge:bohrdio.roof bldck
4 led toe-ndus
F.OR ITC!i
.7.
-Aidje-bo ' ;ied Ea.tr.ovs-
4 l4d.W"Ots
S.
.-Frufori to (TWI
Trisctaefilbzkine
416dtoc-01W
Tnw,to w0o.lp
4.16.41007WM
�r.t
1ARE USED)
-13.
A;611dpt!e`a
4 WcVtoe-nalls.
NOTE' dDIVIM6N NAILS
Face -Mount Hangers - I -Joists, Glulam and SCL
.3
€ e s 6
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
KI
R]
0
Carried
Oimensjons
Fasteners ,
Allowable Loads
Member
{m }
{ln)
�,
rActua_
Joist
_ Modet
�libl
i)F/SP SPEiHF
Gode
Size
No
.y Web
(
Max.Specles
Header Species Header •
Ref:.
(m)
a Sbff
Nt,
H
8
Face
_"Joist
= .
Regd
Dplrft„Floor
Snowd RoofA� Floor
Snow Roof
IUS2.56/16
-
25/6
16
2
Min.
(14) 0.148 x 3
-
70
1,660 1 805 .,805 1,425
55 1,5055
Max.
(16) 0.148 x 3
-
70
1,805 ' 8:)5 ,805 ' S5
555 1.555
21/z x 16
MIU2.56/16
-
2-/r6
157/6
21h
-
(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
✓
29/6
101h
2
-
(16) 0.162 x 31/z" (6)
0.148 x 11/z"
970
1,945 2,205 2,375 1,675
1,895 2,045
HU316 / HUG316
✓
2-/i6)
141A
21h
-
(20) 0.162 x 31/z
(8) 0.148 x 11/z
1,515
2,975 3,360 3,610 2,565
2,895 j 3,110
IBC,
MIU2.5fi/18
' -
2 6 tt i7'/+,� ';
21Iz-
:-:
(261.0',162 X 3yh'
(2) 0,148 X 71/z ":
230
„3,745 ,7" 15', � 045'� 3 220
3,4863,480
F
LA
21/z x 20
MIU2.56/20
I I
I 1-
129/16 1
197/6
21/2
11
(28) 0.162 x 31h
(2) 0.148 x 11/z
1 230
14,030 14,06014,060 13,46513,495
3,495
21/zx 22
to 26
MIU2 56/2U
�' ✓
2s16
196 '
21/z
=
(28}"0.162 x 31h
(2} 0.148 x 11Iz
_ :230
4,03f3 "4 t360 # 4 060 3,466
3,495 3,195'
29x to 26
to
29A6' wide joists use the same
hangers as 21h" wide joists and have the same bads.
tvfIU31218;�
E 3{Is
9'l6 ,
2
(16)i1:462x31ha6
(2}0148Ex1Yz
230 2;305 26528281,380j"2,245t2425
3x911z
HL1210 21NUC210;2
•"
✓ ? 3'!s
81'lra;'
211z
Max
(18) Qrt62 x311z _
.1(�0} 0 �48 x 3
.2,f80 3 020`i 3250 2,305 2,605 ; 2,800
IBC,
MIU3.12/11
- 31/6
111A
21/z
-
(20) 0.162 x 31/z
(2) 0.148 x 11/z
230 2,880 3,135 1 3,135 2,475 2,695 2,695
FL,
3 x 117/a
HU212-2 / HUC212-2
✓ 31/s
10'/16
21/z
Max.
(22) 0.162 x 31/z
(10) 0.148 x 3
1,705 3,275 3,695 3,970 2,820 3,180 3,425
LA
FL
IBC,
FL
=tGU3.25-SDS • : - 4 31a 8 to 30' 41h {16)1/a `x 21Iz SDS `(12} 1la° x 21lz' SDS =5 555: 6 ?20 51 a` 7 ' 4 840 t 5 36 , t
31/z x 51/a HHUS46 - 35/a 51A 3 - (14) 0.162 x 31/z (6) 0.162 x 31/z 1 „i20 2,785 3,155 3,405 2,39512,715 2,930
HGUS46 - 135/a 0. 1 4 1 - 1 (20) 0.162 x 31/z (8) 0.162 x 31/z 12,155 14,360 4,885 5,230 3.750 14,200 14,500
IUS3.56/9.5
- 1 3%
91/z
1 2
1 -
(10) 0.148 x 3
-
70 1,185 11,345 1,455 1,0201 1,160 1,250
MIU3.56/9
- 39/16
811A6
21/z
-
(16) 0.162 x 31h
(2) 0.148 x 11h
210 2,305 2,615 2,820 11,98012,245 2,425
U410
✓ 39/16
8%
2
-
(14) 0.162 x 31h
(6) 0.148 x 3
970 2,015 2,285 2,465 1,73511,965 2,120
HUS410
- 39/16
815/i6
2
-
(8) 0.162 x 31h
(8) 0.162 x 31/z
2,990 2,125 2,420 2,615 1,820 2,070 2,240
31/zx91/z
HHUS410
- 35/a
9
3
-
(30) 0.162 x 31h
(10) 0.162 x 31/s
3,5E>5 5,635 6,380 6,445 4,845 j 5,486 5,545
HU410/HUC410
• •
• ✓ 39/,6
8%
21h
-
(36) 0.162 x 31h
(12) 0.162 x 31h
3,235 7,460 7,460 7,460 6,41516,415 6,415
HUC0410-SDS
• •
- 31/16
9
3
-
(12)1/4" x 21/z" SDS
(6)1/a" x 21/z" SDS
2,265 4,500 4:500 4.500 3,240 j 3,24i) 3,240
HGUS410
• •
- j 3%
91ti6
4
-
(46) 0.162 x 31/z
(16) 0.162 x 3%z
4,095 9,100 9,100 9,100 7.825 7,825 171825
IBC,
LGU3.63-SDS
• •
- 1 35/s
8 to 30
41h
-
(16)1/a" x 21/i' SDS
(12)1/4" x 21/z" SDS
5,555 6,720 6,720 6,720 4,840 j 4,840 4,840
LA
MGU3.63-SDS
• •
- 135/8
91/a to 30
41/z
-
(24)1/4" x 21/2" SDS
(16)1/4" x 21/z" SDS
7,260 9,450 9,45019,450 6,805 6,805 16,805
Y
46
See footnotes on p.150.
Simpson 'Strong-Tie,l Wood Construction Connectors
L � �
Adjustable Truss Hangers
o,
d
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
3W (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
13/A for
THAG422
for
122-2
426-2
THAC422
Face nails Top nails
per table per table
13/: typical
21h' for THA422-2
and THA426-2
THA418
Double 4x2- 2face nails
Use full table value (total)
.;" 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 Nailing Dome Double Shear
Shear Side View; Nailing Side View
Nailing Do not (Available on
Top View bend tab some models)
Single 4x2—
See
nailer table
4 top nails
_ (total)
' Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
lypl�al r .' ti.
Top Flange Installation
er to
tnote 5
p.187
1
86
Simpson.. ... Construction Connectors
THA/THAC
Adjustable Truss Hangers (cont.)
ID These products are available with additional corrosion protection. For more information, see p.15.
0
H ' C'
Face`°;
SIMPSON
a
11/z
—
1 (2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
11,750
1,11501
4,750
450
11,33011,330
1,330
THA29 18
1s/a
911A6
5'/e
27/6
—
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2:610
2,610
450
1,985
1,985
1,985
IHk213J)8
1s/a
.1�3�5's
5'h'
:2
—
(4)"OydBx3
�„�(2).0.148x3
(4)THA218
18
1s/a
173/s
51/z
2
—
(4) 0.148 x 3
(2) 0.148 x 3
(4)0.148x 11/z
—
1 A6�1
12,610
1,460
—
1; 10
1:110
1--10
IBC,
TIiA218 2 16
31/a
171�s
' '8 "
2
(4 0 j62x 31h
(2) 0162"x 31h
(6) 0148 x 3
19f
1 r":r
t;4rs0
1,59"a
3 ai i,'.,
FL,
THA222-2 16
31/a
22-ie
8
2
—
(4) 0.162 x 31/z
(2) 0.162 x 31/z
(6) 0.148 x 3
—
1,960
1,995
1,995
—
1,490
-1,515
1,515
LA
THA418
16
35/s
171/z
1 7'/e 1
2
1—
(4) 0.162 x 31/z
(2) 0.162 x 31/z
(6) 0.148 x 3
1
11,960
1:995 1
1,995 1—
': 490
1,515
1;515
THA422 .
16
3sla'
�227�/s
`
2 . ,
"
-
(4}Q.162 x 31/z
;(2) 0162,z 31/z
(6) Q148 x3
1,c^
1 is5
1 ��5 .
�g0"
1 �t
1 51 r
THA426
14
3s/e
1 26
1 77/a 1
2
—
(4) 0.162 x 31/z
(4) 0.162 x 31/z
(6) 0.162 x 31h
—
2,435
2,435 1
2,435
1 2,095
1 2,095 1
2,095
FL
THA426-2 114 171/4 1261/�s1 93/4 I 2 I — 1(4) 0.162 x 31/zl (4) 0.162 x 31/z 1(6) 0.162 x 31h1 — 13,33013,3301 3,330 1 — 12,86512,8651 2,865
THA29 18
1 %
911/s
51A
1
911/6
1
(16) 0.148 x 3
(4) 0.148 x 3
525
12,265
1265
1 2,265,
450
1 1950
1950
1950
THA213 . 18
i s/e '
13 s
51Iz `
—
13 is
(14) 0.148 x 3
(4) 0;148"x 3 "
S
,O a
1,340
z 450 ,"'',
if :
i010
211IS
THA218 18
1 %
173A6
51/z
—
1 PA6
—
(18)0.148x3
(4)0.148x3
855
2,450
2,450
2,450
735
2105
2105
2105
TFIA218-2" 16
3Ya
171146
8 v`
—
141/6 ,
. —
(22) 0.162x 31h
(6j 0.162 x 31h
11 855,
-, _
3, 1C
s,31�;
3,
1,595"
2 845
,2,845"
2,845
-- ' -'
IBC,
THA222-2 16
31/e
22:Y1s
8
—
14'/s
—
(22) 0.162 x 31/z
(6) 0.162 x 31h
1,855
3,310
3,310
3,310
1,595
2:845
2,845
2,845
FL,
LA
THA413, 18
35/a
13--A6
41/2
;'
133/s
(14) 0.148 x 3 "
(4)'0:148 X 3
'88
2,G�5
2,34t7
�,45Q h
r35
17£�U
2.O t
2;105. i
THA418 16
3s/e
171/z
77/a
—
141/s
—
(22) 0.162 x 31/z
(6) 0.162 x 31/2
1,855
3:310.
3,310
3,310
1595
2:845
2,845
2,845
THA426 114 1 3% 1 26 1 77/a I — 1161/s I — 1(30) 0.162 x 31/z1(6) 0.162 x 31h11,8551 4,415 14,4801 4,480 1 1,59513,79513,8551 3,855
THA426-2 14 1 71/a 261%i 93/4 1 — 1 18 1 (38) 0.162 x 31/z (6) 0.162 x 31h 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 loads for the THA29 with 11h° min.
top flange are based on a single 2x carrying member, all other top -flange installation bads are based on a minimum 2-pty 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation loads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h° nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed verticaly according to the face -mount nailing requirements and the other strap wrapped over
the tniss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Ooist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
FL
18
Simpson Strong -Tie® Wood Construction Connectors
t 4%
Face -Mount Joist Hangers
�v`�EERFp0 W
7,
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 double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovati .e double -shear nailing that distributes the loud through
tWO points on each gist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAXO 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
Double -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
Nailing Side View
(Available on
: some models)
1 °for 2x's
t'�6' for 4x's�
o�
4,
H
F m;
�W B
LUS28
Or HHUS210-2
MUS28
a.
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
Single 2x Sizes
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
B with Strong -Drive@ SD Connector screws.
See pp. 335-337 for more information.
LUS26
1,165
1 865
990
1,070
1,355
1 1,165
1 935
1,070
1 1,150
1,475
1 865 635
1 725 785
1 1,000
IBC, FL,
MUS26;°
,y t `'
`,1,295:
,1480, ,
, 1,560
1 560.;
:-, sF
4tj5,
{',56050
1;ta0
, , s1' 955 '`
l;tI9U 1,18fl EA
LA
HUS26
1,320
2,735
3,095
3,235
3.235
1,320
2,960
3:280
3:280
3,280
1, 5C 2,350
2F60 27780
2,780
HOiUS26'
4,3"40'
4$50;,',
5 70...
,5,390`
175.
` 4,690.
�220
5390
5,390
30 3,225;
3,61Q
3,87i3
3,985
IBC, FL
LUS28
1,165
1,100
1 1,260
1,350
1 1,725
1,165
1,195
1,360
1,465
1,730
865 1 810
925
1,000
1,270
MU528 e
.. 3,3f?
i,74
1,975..
, 2125
%_ �`
^,1j3;,
1875 ..
2 t3`a «>
, 2255 •a
„t "lG „ 1,270
, 7;955
1 57
i,;,
IB L'FL,
HUS28
1,760
4,095
4,095
4,095
4.095
1,760
4,095
4 095
4.095
4,09S
1,480 3,520
3,520
3,520
1 3,520
7275,7275":°�•3
`;2�.7?ry
; 7,275
,•7,27525
,.3.1(i.
3;82Q
3,975„
4,25(je°-J
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865 985
1,120
1,215
1�IBC,�
880 -
'', ,$?
:2, 3
7t 0
5 630
"r Q
9,8 iH3La21U
'
2,090
9,100
9,100
9,100
9,100
2.i)90
9, (:0
9:?3 J
n .,, ,J.J
•�,1i10
..c�c n,s4 '
c;/.90
6.7,i0
6
1. For dimensions and fastener information, see table above. See table footnotes on p. 195.
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45° and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45'. Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
'side
JpmIly al lyIC
Top View HHUS Hanger
Skewed Right
foist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
94
LUS/M US/H US/H H US/H G US
ISS�'
7
ID
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. steel fasteners, i 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
LUS26-2 4a`ii6 18 1 31A 47/a 1 2. 1 '(4) 6.162 x 31/z (4) 0.162 x 31/2 . "h; 60 1,03' 1,1'70° 1;265, °1,595 910 885 .1005 1;090 1,370
HHUS26-2 I 43i6 14 35/6 53/a 1 3 1 (14) 0.162 x 3'/z (6) 0.162 x 3'/2 1,390 2,830 3,190 3,41514,2501 1,135 1 2,435 121745 12,935 13,655
HGUS26-2 4% 12 35/6 57/6 4 1 (20) 0.162 x 3'/z (8) 0.162 x 1/2 12,155 14,340 14,850 15,170 15,575 11,855 13,730 14,170 14,445 14,795
IBC, FL,'
LA
LUS210-2 67/6 18 31/a 1 9 1 2 1 (8) 0.162 x 31/z 1 (6) 0.162 x 3'/z 1,445 11,830 12,07512,245 12,83011,245 11,575 11,785 11,93012,435
HHUS210-2 83/s 14 36/6 87a 1 3 (30) 0.162 x 3'/z (10) 0.162 x 1/2 3:550 15,705 1 6,435 6,485 6;485 1 3,335 4,905 1 5,340 5060 5,190
HGUS210-2 8a/6 12 35/6 93/6 4 1 (46) 0.162 x 31h 1 (16) 0.162 x 3'h 4,095 9,100 1 9,100 9,100 9,100 3,520 17,4601 7,825 7,825 17,825
Triple 2x Sizes
'Y
rLV)UAULAJ2
I kO)V.l[4AO72
L,IJJ,-
4,J4U: 4,OJU
-'a,1IV,
OlofU
I I,OJJ':1
3,f;3U
4.�1fU
4,4'i.7
4,f�o
IBC, FL,
1-IGUS28 3 `W
6144sf
12
415i c
71/a�
°(36) 0762 x 3'h'
,{12) 0.162X 31h
_3,235
7460= 7„460Z
_
460
7,460"
.,
2,780i
6 415
+ 6415,
6,415
6,4_F15'
LA
HHUS210-3
83/a
14
417/6
87/a
3
(30) 0.162 x 3'/z
(10) 0.162 x 31h
3,405
5,630 6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
81%
12
415/6
91/4
4
(46) 0.162 x 31/z
(16) 0.162 x 31/2
4,095
9,100 9,100
9,100
9,100
3,520
7,825
7,825
7,825
7,825
`HGUS212-3
°105/a
;a 12
4t5/is
103/a
4
;(5fi�'0.162 x 3Yz°
(20) 0.162 X31/z
5;F6u
c 045 ,9;045
f?4
,0 € ,
,5,90ii
r TC 3
�51,9
°?, i
7 %80
IBC, FL,
LA
Quadruple 2x Sizes
uYuJou,Y J1L :.,.,z.
fMll
J/lb
I Y ,J
V),�U.',7U4AO72.'1
0)U.IU47,111,:4'
OquY'O'fu
4,ODUi'O'llV,
J,a'/J;!g6JJi,Sf3U
4�1'/V
'4,44D
4,b.Y,7
IBC, FL,
HGUS28-4 7'/a
12
69/6
73/6
4
(36) 0.162 x 3'h
(12) 0.162 x 31/z
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LA
HHUS210-4 83/a
14
6'/a
87/a
3
(30) 0.162 x 31/z
(10) 0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HG6S210-4'`�}, �91/4
12
6'/'r,
93AG
4
(46)Q.i62x-3?/z
l`(16) 0.162x3?h
4,095
9,100`
9;100
9,106
9,1Q0
3,520'
7,825
7825
7,826,
7,825
HGUS212-4 E .105/a
` 12
'6aAs
105A
, 4 ;
(56) 0.162,x 31/z
{20) 0.162 x 3'h
5,6�5
� �° '
9,145
u,U45
9,045
AL�G
'rati,
, 78G
7;780
7,78U'
IBC FL,
LA
HGUS214=4 1� 12%
,12 �
6%
124
4
(66) 0.162x.311z"
(22) 0.162x 31/z,
5,695
10;42�
10125,
;10,125
10,125
'4,900
8,710
81710'
4x Sizes
[`LUS46 :> j, 431a,. �.,18 �'3ah6 43Ia �' 2 °(4�A.(62x31h �f,(4)0.162x3'hu �;;, F 1030`11170"j;1,26511,`4951-1910 1 885..J'.1�005]'1,090 � 1,370IBC, FL
LUS48
43/a
1 18
1 3a/6
63/a
2
(6) 0.162 x 3'h
(4) 0.162 x 31/z'060
1,315
1,4901
1,610
12,030
910
1 1,130
11,280
1,385
11,745
111313, FL,
HUS48
61/a
14
3a/I6
7
2
(6) 0.162 x 31h
(6) 0.162 x 31/2
1,320
1,580
1,790
1,930
2,415
1,135
1,360
1,540
1,660
2,075
LA
HHUS48
61/z
14
3%
71/a
3
(22) 0.162 x 31/z
(8) 0.162 x 31/z
1;760
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67/a
12
3%
7'/6
4
(36) 0.162 x 3'/z
(12) 0.162 x 3'h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LUS410 =
61/4
18
396
83/a
2
_ (8) 0.162x 31/z ,
(6) 0.162 x 31h
' ,°445
1,830"
2,075
2,24512,830
.1.245'
1,575
°1785
1,930
2,435
HHUS410
8%,
14 °
35/8
9
3 ^'
,(30) 0.162 x-31h
'(10) 0.162'x 3'h
3:a5t
$;705"
6,435
8,485
6,48
3,265'
4,905'
:5535
a,575
.5>575"
HGUS410
87/s
12
35/e-
9ti6
, 4 .
�(46)0.162x3'✓z
=(16)0.162x31h
_
4,095
9100'
910D'
`9,100"
_
9,100 _
3,520�
7825
:7�825�
7,8�5�
_.
7,825
IBC FL,
LA
HGUS412
107/6
12
35/8
107/6
4
(56) 0.162 x 31/z
(20) 0.162 x 31h
5,695
9:045
9,045
9,045
9,L'45
4,900
?,? 80
?,78G
7,780
7,760
HGUS414
117/6
12
35/e
127/6
4
(66) 0.162 x 31/2
(22) 0.162 x 31h
5,695
10,125
10,125
10,125
10,125
4,900
8,190
8,190
8,190
8,190
Double 4x Sizes
12 17 A 112a/61'' .4
0.162 x
4,370
9030
FL
1. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector° software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h° nails in the header
and 0.162" x 31h° in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h' nails in the header and 0.148" x 3' in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
96
HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/s". 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
l Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Standard Allowable Loads (1/8" Maximum H
13i"
HTU26
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Altemate Allowable Loads.)
2x Sizes
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
V GV, �IVIah.J.�
I' J14
1 M,.
0:/10
1 P114
1.:li
1W0y!
'r'uYV
',xzv -a'yoW "
-Y'U'iV
1,JQJ
r'0'?V
`v
0,202'
IBC,
HTU28 (Min.)
37/a
15/a
TA6L31/2
(26) 0.162 x 31/2
(14) 0.148 x 11h
1,235
1 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
71/1a
(26) 0.162 x 31/2
(26) 0.148 x 11h
2,020
3,820
4,315 ( 4,65a
5,435
1735
3,285
3,710
4,005
4,675
LA
HTU210.(Min.);
3'/s.'=;
,"l s%a
. 9'fie
^`,(32) 0.162'X 31%2
(14)'0148 X 7'h
1,330;
4,300:
4 3 ; • 30C}
4 33
1145,
3:2,25
3,225'
3,225`HTU210
(Max:)
9?14=`
" 15/e'
9?/is
(32) 0.162x 31h
(32) 0.14&i 11h
3,315"
. 4,705
5.310 t30
5,995..21850
.;4,045
Ira 1'
' 4,930.
5,155,:
Double 2x Sizes
HTU26=2
(Min.).
3?lat
B�%a
'5?hs
3'/i ,
(20) 0.167x�31h
:;{14) 0148 x-3,
' 1, 6
HTU26
2 (161aX.)
5ih
35Ii6
.5?/is
3yh
(20) 0.162-x 31h
°<(20) 0148,X:'$
2;175' `.'
2,940
3,320
3,580
: 4.-BB
1,876
; 2;530
' 2,855
3;083.
3,855
HTU28-2 (Min.)
3'/a
3-i6
TA6
31/2
(26) 0.162 x 31/2
(14) 0.148 x 3
1,530
3,820
4,310
4,310
4,310
1,315
2,865
13,235
3,235
3,235
IBC -
HTU28-2 (Max.)
71/4
3�is
71/s
31h
(26) 0.162 x 31/2
(26) 0.148 x 3
3,485
3,820
4,315
4,655
5,825
2,995
3,285
3,710
4, 5'
S n 10LA
FL,
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/e" and 1/2", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HTU
Face -Mount Truss Hanger (cont.)
F 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
(an)
>aemner& _
member ;.:
it6o}t00}
-11i)a25)
; ¢1G0)
. (160
HTU26 (Min.)
37/a
(2) 2x4
(10) 0.162 x 31/z
(14) 0.148 x 1
925 1 1,470
1,660
1,790 1.;8,75
795
HTU26 (Max.)
51/s
1 (2) 2x4
(10) 0.162 x 31/z
(20) 0.148 x 1 %
1,240 11,470
1 4,660 1
1,790 12,220
1 1065
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2' Maximum Hanger Gap)
Single 2x Sizes
1,265 1,430 4,540 1,615
1,265 1,430 540 1,910 IBC,
sin ( _� 3 r1�rti ik. pan;>t FL, LA
HTU28 (Min.) 37/a 15/a 7'fie 1 3% (26) 0.162 x 31/z (14) 0.148 x 11/z 1 110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 FL,
HTU28 (Max.) 71/4 15/a 71tia 1 31/z 1 (26) 0.162 x 31/z (26) 0.148 x 11h 1,920 3,820 4,315 41655 5,015 1,695 12,865 3.235 3,4 9 3,765 LA
Double 2x Sizes
HTU28-2 (Min.) 37/s 35/1e 71/i6 31/z (26) 0.162 x 31/z (14) 0.148 x 3 1,490 3,820 3,980 3,980 1 3,980 1,280 2,865 2,985 1 2,985 121985 1 IBC,
FL,
HTU28-2 (Max.) 71A 35/ia 71A. 31/z (26) 0.162 x 31/z (26) 0.148 x 3 3,035 3,820 4,315 40655 5,520 2,610 2,865 3,235 3,490 Z. 14� 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 Ma" and W, 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 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uprrft 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 W
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with'/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 'A' x 2W Titer, 2
screws (Model TTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from to sawn
lumber or BAIP 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 TTN2-252344 and for concrete ('/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the M6"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the IN" -diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
Y116" 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 1'/2' and minimum end distance
of 37/6" is required as shovtn in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 1'/2" is peen tied.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
HU/HUC/HSUR/L
............... ...................................................................................................... ..... _........................................ _..... ..............................................................................................................
Medium -Duty Face -Mount Hangers (cont.)
These products are available with additional corrosion protection. For more information, see p.15.
k
Fq
Model
Fasteners
Allowati�e Loads (DF/SPja
tJo
in.
GFCMU �
Concrete
Code
Standard
Concealed
GFCMU
Concrete
Joss#
Uplift
Down,
Uplift _
-0own °
Ref.
Titen� 2
. Titen®2
{160)
(1001125)
(160)
00J125)
HU26
HU26X
(4)1/4 x 23/4
(4) IA x 13/4
(2) 0.148 x 1 %
335
1,000
335
1,545
HU28
.o.
HU28X '/a;x
23/a
(6} tla-XI3/4
(4) CIA48`x1l
`345
_-
j 5D0
-
:7fi0
2400
HU24-2
HUC24-2
i
(4) IA x 23/a
(4)1/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26i2 Mm
HUC26 2�
{8)'la X 23/a ,
F? `(8} 1�ax Ya/4
4) 0148,x 3
760 ,-;
2 ODD
760
HU26 2 Max
HUC26 2 x
12 %q,x 23Ia
w,�..
12 �%a x•13/a
�6 0148 x
10 35
310
1,153
950
��. -, • ,
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/a x 23/4
(8)1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)114 x 23/4
(12) 1/4 x 13A
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HU28 °2 Mtn) °�`
„ HUG28-2 (Min)
(10)'11a x 231a .,
{10)1/a x°:13/a
4} 0148'x 3
75D
2,500 -
� 760
3 725
HU28 2 {Max)
HUG28'2 (Max }
(14} 1/a x 2�a
T
(14)1/a x 13/a
(6} 0'j z 3
�_..
1135
3 50D, d
1,135
4 920
.
HU210
HU21 OX
(8)1/4 x 23/4
(8) IA x 13/4
(4) 0.148 x 11/,
545
2,000
760
2,415
HU210 2 (Min)
HUC210 2 (h9m) •;
(14)'ld"x 23/a
{14)1Ii.iC13/a
r(6) 0148°x
135 F"
° 3 500 ;
1,1354
920 „ "
HU210-2 (Max) �;
HUC210' 2 (Max } �`,
(18)1/4 x 23/a
°" (18)1/dX 13/a
{ O) 0148`x 3
800
4 500 ',
1800
5 085
i
HU210-3 (Min.)
HUC210-3 (Min.)
(14) % 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.)
HUG210-3 (Max.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212
HU212X�•
(10)'7d,x231a-10)?/bx3la'
`
{6)0148z11h 7"77°
�1735
25D0,'_
-777777-77,
1�352665
`
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 23/4 I
(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 1
(22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU212?3 (Min.) .
", HUC212 3 {Min }
(16)•1/s x 24
{16) �%a X 131a
(6) 014$ x 3
715
4,000
1,135 <
4 920 2
HU212 3 (Max.) !
' HUC2123 (Mat} ° ;
(22}?/a x 231a
,.
(22)1%4 x 13/a
(10) 01.48 z 3
1 800
,
5 085
„ °: 1,800
5 085 _
-
HU214
HU214X
(12)114 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU21(Mln)
HUC214 2 (Mm)
{1a4
8)? x 13/a
{},0:148 x 3
4,500,
55-2
HU214=2(Max}=„°-HUC214`2{Max)?:.
(24)Y!<x231a ;,
(24)1I4X;33/4,{12}0148x3
2015
5,085', ,
2;0155085°`
HU214-3 (Min.)
HUC214-3 (Min.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/4 x 23/4
(24)1/4 x 13/a
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216
HU216X
(18)114 x 23/a
(18)1la x.1 ?/a
..
{8) 0.148:X 11h �
_-
1;515
2,920
1,515
`" :, 2,920
_.
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/4
(20)1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1/4 x 23/4
(26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU2163{Min-}-`•
HUC216'3(M1n);'_„
{20)1/ax23la
(20)1I4'.x13/a
(8)0.148x3
1515•
4920;`
1,515
4920
HU2,4 3 {Max) ;
HUC216 3 (Max } ;
(26)1 a x 23/a
{26)1/a x 13/a
{12)'0:148'x 3
2, 015
5 085
2,015 4
5 085
HU7 (Min.)
(Not available)
(12)1/4 x 23/4
(12)1/4 x 1 3/4
(4) 0.148 x 11/,
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 11/2
1,085
3,485
1,085
3,485
HO9 (Min) " ,'
(Not available), :
{18)'�4 x 23I4
:-(18)1/4:X'13/4
(6} 0:148 X 1 h
1135
230 ` `
1,135
3 230
f HU9;(Max.)
(Not available}
(24)1/6x23/4'°�
(24)"1%4X13/a .
(]0)D.148x�i1hY445.
3,735
1,445
HU11 (Min.)
(Not available)
(22)1/4 x 23/4
(22)1/4 x 1 3/4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30)1/4 x 23/4
(30)1/4 x 13/4
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
i , HU14`(Mrn)
(Not. available)
x23/a i
° (28);?/ x 13/a
{8) 0148'X 11h
515 =
3 485
1515
3 485
;.
�
ax 23a
l
81/z
x4Mx
4 245
, ,
2,015
4 245,:HU1
38
a
STAGGER JOINTS - TYP.T
R/SKIS,
RAISED HEEL ROOF TRUSSES
1--lFSEE PLAN
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UPLIFT/SHEAR ANC _
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NOTE: ADVL FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING A
SCALE, NTS SKI
tIBBON BOARD- SEE
CHEDULE FOR SPACING t
ASTENING TO TRUSSES
—MASONRY WALL -
SEE PLAN
ROOF SHEATHING- SEE f
SOFFIT/FA5CIA- SEE ARCH.
RIBBON BOARD-
5EE SCHEDULE
FOR SPACING d
FASTENING TO '3 N
TRUSSES
WALL SHEATHING -BEE PLAN
MIN. 15/32' CDX PLYWOOD OR
1/16' 055 WITH ed GUN NAILS
(0.131' X 2 1/2') ® 6' O.G. TO
RIBBON BOARDS /
DO NOT FASTEN RIBBON BOARD)
INTO END GRAIN OF ROOF TRU55
BOTTOM CHORD
RAISED HEEL ROOF TRU55E5
-5EE PLAN
UPLIFT/SHEAR `GYP. CEILING -
ANCHOR EACH SEE PLAN a
TRUSS- SEE PLAN SCHEDULE
MASONRY WALL -
SEE PLAN
RAISED HEEL TRUSS BEARING B
SCALE. NTS SIG.
RIBBON SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
Vult=105 MPH
(2) 12d GUN (0.131' X 3')
(Vasd=128 MPH)
2X4 5PF"2
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
vult=180 MPH
(2) 12d GUN (0.131' X 3')
(Vasd=139 MPH)
2X4 SPK
16'
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCL06ED
SHEET TITLE:
RNS®HEEL ROOFlRU330
SNEEi INFORMATION:
IOB HD; ldllld
DAif ISSUED: Il.dd.ld
SK.1
ALPINE
.A417000MMANY
January 10, 2020'
Carpenter , "'c
ontractors of Americajnc.
3,00 Avenue d- NW
Winter Haven, FL
Dear Matt:
l -to my attention. t at:some c were raised concerning t'has� 66m'e', h questions we 5/8," diameter'
holes drilledt"htti,t'he''ch'0rds'(Wid&face)qf,,'sy,542g, end trusses 'tqallow for'
threaded rods used for "tie downs ." If thes& L-able ends -areovercon-finuous s,ppp
with dne.1'Ac'e,f,u],'
sheath
edthe holes are drilled . b 6ffth¢erlineofthe "de
face ro.close than4'0 Aziftagn connector plates or vertickwebsthen np,,rep Hbads:aftdnoAdditionalairis roq' Uired, The truss
s only $ugpo.rts:,2 fe0 .t�6f flob
load.
Ifyou ha"ve'any,-que!Aidn§11 pease give please i me-azall
.
No 86367
I
Yoonhw4l(vlwrX.'-
6750:Fbrum Drive; Suite 306, Orlando
, FL 32821'- (800) 521-9790 --,(863),422-,8685
wW,wApinei*'cOlM
o�WWdr W44 Thsdocurnenthas been electron *signed
Sand seated using a iginall ignaluue. Arinted.
$;pRt, S capaesw�aa4anarFgneiagnahaerrfust4e,
verified using the onginal electronic version.No. 648
mad +e®~ ry aRoe
0
e
ALPINE
COA #0 278
'StATE OF 07/28/2020
I, AN - — tel. �e�Wj
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www.alpinetw.com
Site tnfotrp* o0-.
Customer Carpenter Contractors ofAmerica
Job Number N334496
Job Description: 7A5/320 ,182EC,E ,RH01 / 1828/CAL1/4EBB ELEV.C/E
Address:
Job Err iaeeriin Crttdrra
Design Coder FBC 6th ed 2017
InteNVIEW Version: 17.02.02A
JRef #: 1 WXc89750077
Wind Standard; ASCE 7-10 Mind Speed (mph): 1.60
Roof'Load (pso 20.00- 7.00- 0.00-10.00'
Building Type: Closed
Floor Load (ps : None
This package contains general notes pages, 24 truss drawing(s) and 5 detail(s).
1
210.20.1516.14200
Al
3
21 M061516_13967
A2
5
210.20.1516A4029
A4
7
210.20.1516.1'3997
A6
9
210.20.1516.14059
A8
11
210 20.1516.14061
A10
13
210,20A516.1s3872
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
210.20.1516.13842
CJ1
25
A16015ENC101014
27
GBLLETIN0118
29
VAL160101014
2
210:20.1516.14106
A1A
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
210.20.151.6,13826
Al2
14
210.2.0.1516.14076
All
16
210.20.1516:1'3811
A15
18
210.20.1516.14246
B1.GE
20
210.20.1516A4123
ER
22
21020,1516.14169
CJ3
24
21020.1516.13171
HJ7
26
A18015ENC101014
28
GBLLETIN1014
.'Florida Certificate of Product Approval #FL1999 Printed 7/2812020 3 37 29 PM.
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters 131, B2,
B7 and/or 1310 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or 610, 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 CS] = 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.
--t 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
6'17 12'11"15 19'10" 26'S"1 33'6"9
6'1"7 �� 6'10"8
=5X5
E
39'8"
6'1"7
39'8"
10' 9'10" 10, 1�
10' 19,101, 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 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: CMean Height: 15.00 ft HORZ(TL): 0.140 J - - B Min Brg Width Req = 2.0
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0, H Min Brg Width Req = 2.0
TCDL: 4.2 psf Bearings B & H are a rigid Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.616 9 g 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 CSI: 0.527
FT/RT:20 /10 0 Members not listed have forces less than 375#
0
Loc. from endwall: not in 9.00 ft () ( )
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
B - C 1488 - 3151 E - F 1102 - 2027
Lumber 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 "13B" 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 Maximum Web Forces Per Ply (Ibs)
to be equally spaced. Attach with (2) 8d 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 L - D 539 -206 K - F 485 -745
support by erection contractor. D - K 485 -744 F - J 540 -206
(a) or scab reinforcement may be used in lieu of CLR' fg E - K 1361 -646
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab S FL
reinforcement to be same size, species, grade, and * "Monewer
80% length of web member. Attach with 0.128x3" gun `¢s° ��rE ,°sys
nails @ 6" oc. a
Loading a}�*�
Truss passed check for 20 psf additional bottom e'v
v a
648
chord live load in areas with 42"-high x 24"-wide a •
clearance. Wind E OF
Wind loads based on MWFRS with additional C&C ea®
member design. oOROpoi
COA #0 AIAV
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 f7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face ofptruss and position as shown above and on the Joinf Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the �, �oM,�,
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 13723 Rive ort Drive
listing this drawing indicates acceptance of pro) essionar engineering responsibility solely for the des i n shown. The s iiPability
and use of this cawing 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.t inst.org; SBCA: www.sbcindustry.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 ! 1828/CALI/4EBB ELEV.C/E_
Qty: 1
FROM: RWM
DrwNo: 210.20.1516.14106
Truss Label: A1A
SN / WHK 07/2812020
7'11"2 13'
17'1"12 19'10" 23'8"
31'8"14
39'8"
7'11"2 5'0"14
4'1"12 2'8"4 3'10"
8'0"14
T11"2
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 "
=5X5
F
SECTION MAY BE REMOVED AFTER INSTALLATION. DO NOT CUT PLATES.
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
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T1 2x4 SP #1:
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3 :W6, W8, W9, W11 2x4 SP #2 N:
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",m!n.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Laterally brace BC above filler @ 24" O.C. (or as designed)
Including a brace on BC directly above both ends of filler
(if no rigid diaphragm exists at that point).
4'10"7 4'
13 17'
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 2014 RES
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE, 18SS
07/28/2020
6'8" &0"11
23'8" I 31'8"11
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.280 P 999 360
VERT(TL): 0.764 P 905 240
HORZ(LL): 0,120 K - -
HORZ(TL): 0.225 K
Creep Factor: 2.0
Max TC CSI: 0.790
Max BC CSI: 0.979
Max Web CSI: 0.964
VIEW Ver: 17.02.02A.1213.21
0
7'11"5 1'
39'8- +
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1555 / 308 / 960 / - / 445 / 8.0
1 1555 / 308 / 960 / - / - / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 2.2
1 Min Brg Width Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - C 1431 - 2747 F - G 1352 - 2067
C - D 1726 - 3278 G - H 1201 - 2103
D - E 1428 - 2551 H - 1 1445 - 2775
E - F 1514 - 2527
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2374 -1108 L - K 2401 -1133
Q - M 2867 -1220 K - 1 2404 -1134
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
441 - 838
M - F
1684
- 881
C - Q
549 -134
M - L
1745
- 618
S - Q
2530 -1180
F - L
520
- 425
Q - D
744 - 361
L - H
458
- 686
D - M
516 -912
"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, in%allingand bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and'SBCA) fo'r sarPety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
�id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
le. AppTy plates to each face oftrussand position as shown above and on the Joinf Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
of ITW Buildin,$cLComponents Group Inc. shall not
ince with ANSI PI 1, or for handlin, shipping, in
ing indicates acceptance of pro essionar en
5 pawing for any structure is fhe responsibilit
see this job's general notes page and these web sites: ALPIN
his drawing,any failure to build the
on this drawing or cover page
ie design shown. The suif9abillty
TPI 1 Sec.2.
CA: www.sbcindustry.com; ICC: ww„ Accsaf
ALPINE
ANrrWCOMPAW
13723 Riverport Drive
Suite 200
Maryland Heights, MO 63041,
Job Number: N334496 Ply: 1 SEQN: 7551 / T9 / HIPS Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 18281CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 210.20.1516.13967
Truss Label: A2 SSB / WHK 07/28/2020
i_ 6'1"7 12'6"15 i 19' i 20'tj" 2T1"1 336"9 39'8"
6'1"7 6'S"8 r 6'5"1 r 1'8'/ 6'5"1 -}- 6.6"8 -� 6'1"7
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 "
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
:5X5=5X5
E F
9.101,
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 20
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
39'8"
9'10"
29'8"
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
Max TC 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) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
i
scabs for (2) CLR'S where shown. Scab
be same size, species, grade, and
rei80 length nt toof
80 /o length of web member. Attach with 0.128x3" gun
6"
E a_ 4
�q,, � e�'a
nails @ oc.
°a
Wind
•
tea. 648�
Wind loads based on MWFRS with additional C&C
member design.
a
a
4 s
ATE OF°
COA #
07/28/2020
10' 1'
11,
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1556 / 309 / 964 / - / 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
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for ermanent lateral restraint of webs shall have braclnfq installed per BCSI sections B3, B7 or B10,
as applicable. Applgy plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. ALPINE
Alpine, a division of ITW Build inggComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,v, oM„u,,
truss in conformance with ANSI/TPI 1, or for handlingq,, shippingg, installation and bracing of trussesA seal on this drawing or cover pa a .. 13723 Rive ort Drive
listing this drawing, indicates acceptance of proTessronq engineering responsibility solely for the design shown. The suit9ability River
port
use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 200
=or more information see this job's general notes page and these web sites: ALPINE: www alpineitw com' TPI: www.tpinst org; SBCA www sbcindustrycom; ICC: www iccsafe org Maryland Heights, MO 6304.
Job Number: N334496
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E
Truss Label: A3
6'1'7
6'1'7
12'0"15
5111,19
�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
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: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 It
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 "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.
Ply: 1
Qty: 1
18'0"1 21'7"15
5'112 3'7"14
,5X5 =5X5
E F
39'8"
9.10"
19,10"
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 20
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
07/28/2020
SEQN: 7552 / T22 / HIPS] Cust: R8975 JRef: 1WXc89750077
FROM: RWM DrwNo: 210.20.1516.13764
FV / FV 07/28/2020
27'7"1 + 33'6„9 39,8"
5'11"2 5'119 6'17
9'10"
29'8"
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
10, 1'
39'8" +
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1556 / 312 / 965 / - / 408 / 8.0
1 1556 /312 /965 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Reg = 1.8
1 Min Brg Width Reg = 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
**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 satPety 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 bracln installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buiiding Components Group Inc. shall not be responsible for any deviation from this drawing any failure to build the MMCOMPAW
truss in conformance with ANSIrf PI 1, or for handlin shipping, Installation and bracing of,trussesA seal on this drawing or cover pa e _ , 13723 Rive ort Drive
listing this drawing indicates acceptance of proessronar engineering responsrbillty solely for the design shown. The suit9ablllty
and use of this �aw!ng for any structure is he responsibility of the building Designer per ANSI/TPI 1 Sec.2. Suite 200
For more information see this lob'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: 7553 / T8 / HIPS Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qly: 1 FROM: RWM DrwNo: 210.20.1516.14029
Truss Label: A4 FV / WHK 07/28/2020
7'1014 + 17' 22'8" i 31'9"2 + 39'8"
7'10"14 9'1"2 r 5'8" 9'1"2 7'10"14
=5X5 :5X5
D E
39'8"
�1' 10' 9.10" 91101, 10 1
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 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): 0.149 J 999 360 B 1552 / 318 / 965 1- / 387 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.408 J 999 240 G 1552 1318 / 965 /- /- / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.060 1 - - Wind reactions based on MWFRS
Des Ld: 37.00 EXP: CMean Height: 15.00 ft HORZ(TL): 0.112 I - - B Min Brg Width Req = 1.8
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8
TCDL: 4.2 psf Bearings B & G are a rigid Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.760 9 g surface.
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.863 Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 it Rep Factors Used: Yes Max Web CSI: 0.629
FT/RT:20 /10 0 Members not listed have forces less than 375#
0
Loc. from endwall: not in 9.00 ft () () Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
B - C 1532 - 2755 E - F 1559 - 2561
Lumber C - D 1559 -2561 F - G 1532 -2755
'Value Set: 13B (Effective 6/1/2013) D - E 1205 -1728
Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f--2.0E:
Bot chord 2x4 SP #1 Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC B - K 2393 -1221 J - 1 1695 -76&
K - J 1695 - 738 I - G 2393 -1250
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint Maximum Web Forces Per Ply (Ibs)
to be equally spaced. Attach with (2) 8d 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 404 -448 J - E 389 -234
support by erection contractor. K - D 770 -462 E - I 770 -462
(a) or scab reinforcement may be used in lieu of CLR D - J 388 -234 I - F 403 -448
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 �o®
nails @ 6" oc. a9 a
Q
Wind o. .Q
Wind loads based on MWFRS with additional C&C
member design.
a
• e
+�
COA # NAIL
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 have a propperly
attached ri id ceiling.Locations shown for permanent lateral restraint of webs shall have bracin insalled 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. f7efer to ALPINE
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 nnmvcAMr�wv
truss in conformance with ANSI/TPI 1, or for handlin shippingq, installation and bracing of,trussesA seal on this drawing or cover pa e , , 13723 Rive ort Drive
listing this drawincql indicates acceptance of ro) esslonar engineering responsibility solely for the design shown. The suit9ablllty
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.alpineitw.com; TPI: www.tpinst.org; SBCA www sbcindustry.com; IM www iccsafe org Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEQN: 7554 / T24 / HIPS Cust: 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
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 Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.97 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 :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.
16'0"1 23'7"15 33'6"9 39'8"
91101,10 77"14 9'10"10 6'1 7
s 6X6 6X6
D E
39'8"
9110"
19,10" 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 Udell U#
Loc R / U / Rw / Rh / RL / W
B 1556 / 713 / 964 ! - / 367 / 8.0
G 1556 / 713 / 964 / - / - / 8.0
Pf: NA Ce: NA
Lu: NA Cs: NA
VERT(LL): 0.156 J 999 360
VERT(TL): 0.427 J 999 240
Snow Duration: NA
HORZ(LL): 0.064 1 - -
Wind reactions based on MWFRS
HORZ(TL): 0.119 1
B Min Brg Width Req = 1.8
Code / Misc Criteria
Creep Factor: 2.0
G Min Brg Width Req = 1.8
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
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Max Web CSI: 0.614
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 17.02.02A.1213.21
- B - C 1622 - 2852 E - F 1483 - 2513
C - D 1483 - 2513 F - G 1621 - 2852
D - E 1254 -1829
C0NA4
07/28/2020
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 1 - G 2605 -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-1 617 -314
D - J 380 - 218 I - F 423 - 469
**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 BCSL Unless noted oyherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling.Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. AppOates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Refer 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 ,� v �M„�
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e , , 13723 Rive ort Drive
listing this drawing indicates acceptance of pro) esslona! engineering responsibility solely for the design shown. The suifablllty
and use of this yawing 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.tpinst.or ; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334496
Ply: 1
SEQN: 7555 / T7 / HIS
P
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 1 FV 07/28/2020
7'10"14 A 24'8" 31'9"2 39'8"
7' 10"14 7'1 "2 9'8" 7' 1 "2 71014
6X6 T3 =6X6 D
E
12
6 5 z5F5
C
O u)
r <o
W co
W1
B G
A
= H
4X6(A2) _— 5X5 = 5X5 = 5X5=4X6(A2)
39'8"
9110" 9'10" 10,
10' 19'10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL:' 20.00 Wind Std: ASCE 7-10 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 / - / 346 / 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
EXP: CMean
Des Ld: 37.00
Height: 15.00 ft HORZ(TL): 0.115 I B Min Big Width Req = 1.8
NCBCLL: 10.00 TCDL: 4.2 psf Code / Misc Criteria Creep Factor: 2.0 G Min Brg Width Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 7Max TC CSI: 0.913 Bearings B & G are a rigid surface.
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 ft 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)
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 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
Webs 2x4 SP #2 N :W1, W6 2x4 SP #3: Maximum Bot Chord Forces Per Ply (Ibs)
We
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC B - K 2363 -1228 J - 1 1847 - 899
K - J 1847 - 870 I - 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 - 1 628 - 363
�! fdilry
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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, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety information, by TPI SBCA) r
and safPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910,
as Apply to face,
w,plicabgle. plates each
drawings 160A-Z for standard plate positions.
ofptruss and position as shown above and on the Joint9Detalls, unless noted otherwise. Refer to ALPINE
g
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,w wcomviwv
truss in
conformance with ANSI Pl 1, or for handlin shippin , installation and bracing of,trussesA seal on this drawing or cover pa e _ _ 13723 Rive ort Drive
listingthis drawing indicates acceptance of pro esstona engineering responsibility solely for the design shown. The suii9ability
gnawing
and se of this 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.t inst.org; SBCA: www.sbcindust .com; ICC`. www.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/CAL114EBB 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
3369 39'8"
6'1"7 7'10"10 5'9"15 5'9"15
7'10"10 6'17
5�E5X5 1112X4 =5X5
D E F
T2
12
6 W
T4
5X5
C
5X5
G
r` W3
i�
B
H
A
a3
I
4X6(A2) = 5X5 = SX8
= SX5=4X6(A2)
39'8"
10' 910" 9'10"
10'
10' 19'10" 29'8"
39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 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): 0.176 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 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: CMean Height: 15.00 ft HORZ(TL): 0.121 J - -
B Min Brg Width Req = 1.8
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
H Min Brg Width Req = 1.8
Soffit: 0.00 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.743
BCDL: 5.0 psf
Bearings B & H are a rigid
9 g d surface.
Load Duration: 1.25 MWFRS Parallel Dist: h12 to h 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 ItFT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 17.02.02A.1213.21
Lumber
B-C 1632 -2822 E-F 1405 -2112
C-D 1510 -2515 F-G 1510 -2515
Value Set: 13B (Effective 6/1/2013)
D - E 1405 -2112 G - H 1632 -2822
Top chord 2x4 SP #2 N :T2, T4 2x4 SP #1:
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3,, W5 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" 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
tgggN
L - D 556 - 253 F - J 556 - 253
D - K 382 -177 J - G 365 - 395
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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) fo'r sa�ety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless
per noted dttherwise,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 applicabgle. Apply to each face the JointDetails, Defer
plates otruss and position as shown above and on unless noted otherwise.
drawings 160A-Z for standard plate positions.
to ALPINE
Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing,anv failure to build the �, ro,�,�n,
truss in conformance with ANSI PI 1, or for handl% shipping, installation and bracing oftrussesA seal on this drawing or cover page. , 13723 Rive ort Drive
listing drawing
this indicates acceptance of pro) essiona! engineering responsibility solely for the design shown.
and use of this yawing for any structure is the responsibility of the building Designer ANSIrrPI 1 Sec.2.
The suit"ablllty
Suite 200
per
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.sbcindust .com;
]CC: 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: AB
FV ! WHK 07/28/2020
6'9"4 13' 19,101, 26'B"
32'10"12 39'8"
6'9"4 6'2"12 6'10" 6'10"
6-2"12 6'9"4
5X5 1112X4 � 5X5
D E F
12
6 �2X4 W
C
2X4
0
G
1D
to W3
B
H
A
s
I
4X6(A2) = 5X5 = SX8
= 5X5 = 4X6(A2)
39'8"
9'10" 9'10"
10,
10' 19'10" 29'8"
39'8"
Loading Criteria-(psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udef! U#
Loc R / U ' / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.191 E 999 360
B 1556 / 716 / 953 / - / 305 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.523 E 999 240
H 1556 / 716 / 953 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: Cght: 15.00 ft HORZ(TL): 0.121 J - -
ei
Mean Height:
B Min Brg Width Req = 1.8
NCBCLL: 10.00 TCDL: psf Code / Misc Criteria Creep Factor: 2.0
H Min Brg Width Req = 1.8
Soffit: 0.00 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.502
BCDL: 5.0 psf
Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.864
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: Yes Max Web CSI: 0.431
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 1617 -2780 E - F 1504 -2289
Value Set: 13B (Effective 6/1/2013)
C - D 1545 - 2523 F - G 1544 - 2523
D - E 1504 -2289 G - H 1616 -2780
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Maximum Bot Chord Forces Per Ply (Ibs)
Chords' Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - L 2421 -1306 K - J 1982 -1003
L - K 1982 - 973 J- H 2421 -1335
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 535 - 255 K - F 425 - 251
D - K 425 - 251 F - J 535 - 255
E - K 306 - 391
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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
Component Safety Information, by TPI SBCA) fo'r functions.
BCSI (Building
and safPety practices prior to performing these Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a progerly
attached ri Id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin Installed per BCSI sections B3, 87 or 910,
as applicabgle. Apply plates to each face oftrussand as shown above and on the Joinf Details, unless f7efer to
position noted otherwise.
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure
truss in
to build the ,wnwcoMv�wr
conformance with ANSI/TPI 1, or for handlin shipping, installation and bracing of.trussesA seal on this drawing or
listing this drawing, indicates acceptance of pro) essionaq engineering responsibility solely for the design shown.
and use of this r7�awing for any structure is the responsibility the Building Designer ANSI/TPI 1 Sec.2.
cover pa e . , 13723 Rive ort Drive
The suiPabllity
Suite 200
of per
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitwxom; TPI: www.t inst.org; SBCA: www.sbcindustry.com; ICC: www.imsafe.org Maryland Heights, MO 6304
Job Number: N334496
Ply: 1
SEQN: 7558 /
T21 / HIPS
Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CAL1/4EBB ELEV.C/E
City: 1
FROM: RWM
DrwNo: 210.20.1516.13765
Truss Label: A9
FV / WHK 07/28/2020
6'3"4 U".1' 19,10" 27'7"15
+
33'4"12 39'8"
r 6'33 5'8"12 7'9"15 7'9"15 r
5'8"12 f 6'3"5
:5X5 1112X4 a 5X5
D E F
12
T
6 2C W
C
"v
m
to W3
>-24
a
B
H
as'A
I
4X6(A2) = 5X5 = 5X8
= 5X5 = 4X6(A2)
39'8"
10' 9'10" 9'10"
10, 1
10' 19110" 29'8"
39'8"
Loading Criteria (psi) 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 Ioc Udefl 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
Des Ld: 37.00 EXP. C HORZ(TL): 0.124 J
B Min Brg Width Req = 1.8
NCBCLL: 10.00 Mean Height: 15.00 ft Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
H Min Brg Width Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th ed 201 Max TC CSI: 0.698
Bearings B & H are a rigid
9 gid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 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
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Bo
Maximum Bot Chord Forces Per Ply (Ibs)
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
D - K 539 - 324 F - J 498 - 203
i+ t
E - K 361 - 462
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No. 648
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AIAL
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 r
and SBCA) saety practices prior to performing these functions. Installers shall provide
temporary
bracing per BCSI. Unless noted dtherwise,top chord shall have properly attached structural sheathing and bottom chord shall
attached ri4id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections
have a properly
B3, B7 or 610,
as applicable. Applgy Oates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,apyV failure
truss in conformance with ANSI/TPI 1, or for handling, shippin installation bracing trussesA this drawing
to build the nnmvcon+carn
, and of seal on or cover pa e . , 13723 Rive ort Drive
listing this drawing indicates acceptance of pro) essional engineering responsibility solely for the design shown. The s ifflablllty
and use of this Pawing for is the the Building Designer ANSI/TPI 1 Sec.2. Suite 200
any structure responsibility of per
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.sbcindust .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: At FV / WHK 07/28/2020
5'9"4
5'9"4
11'
5'2"12
28'8" 33'10"12 39'8"
9'8" "i 5'2"12 T 5'9"4
5X5 = 5X5 = 5X5
D E T3 F
T 12
6 � 2X4 �2X4
r)C W G
b
n W3
1 A B H
4X6(A2) = 5X5 = 5X8 = 5X5 = 4X6(A2)
Loading Criteria (psfl
TC L L: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
10,
10,
Wind Criteria
Wind Sid: 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/2 to h
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 it
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N 73 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Lumber value set "136" uses design values
approved 1/3012013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
9.101.
19,10"
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 Sid: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
39'8"
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.213 E 999 360
VERT(TL): 0.584 E 999 240
HORZ(LL): 0.068 J - -
HORZ(TL): 0.127 J
Creep Factor: 2.0
Max TC CSI: 0.870
Max BC CSI: 0.865
Max Web CSI: 0.969
VIEW Ver: 17.02.02A.1213.21
10, 1'�
39'8"
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1556 / 718 / 940 / - / 264 / 8.0
H 1556 /718 /940 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Reg = 1.8
H Min Brg Width Req = 1.8
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
I
l
u�
io
m
�
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B-- C 1669 - 2804 E - F 1721 - 2693
C - D 1547 - 2533 F - G 1552 - 2539
D - E 1783 - 2773 G - H 1663 - 2797
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2448 -1362 K - J 2163 -1134
L - K 2147 -1091 J - H 2440 -1384
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 470 -163 K - F 626 - 371
D - K 739 - 462 F - J 466 -151
E - K 419 - 534
07/28/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
I
uire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building,
t Safety Information, by TPI and SBCA) fo'r saiPety practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly
�id cei!inp Locations shown for ermanent lateral restraint of webs shall have bracin insalled per BCSI sections B3, B7 or 810,
e. Apply plates to each face oftrussand position as shown above and on the Joinf Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
of ITW BuildinhgComponents Group Inc. shall not
nce with ANSI PI 1, or for handling, shippintq, in
in g indicates acceptance of ro essiona en
gnawing for any structure is the responsibilit
information see this
from this drawing,au failure to build the
1 seal on this drawiXg or cover pa e
r for the design shown. The suit-abilrty
ANSIIFPI 1 Sec.2.
ICC:
ALPINE
AN rrWCOMPANY
13723 Riverpon Drive
Suite 200
Maryland Heights, MO 6304
Job Number: N334496
Ply: 1
SEQN: 7560 /
T4 / HIPS
Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RHO1 / 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"
8'
9. i
,5X5
C
=5X5 =4X4
T2 D E T3
=5X5
F
12
6
T
T
b
(a) W (a)
m
v
W5
B
G m
A
H
4X6(A2) -6X6
=6X6
=6X6 =4X6(A2) 1
39'8"
9110" 9.10"
10,
10'
19'10', 29'8"
39.8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
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: C
Mean Height: 15.00 It
HORZ(TL): 0.150 I - -
B Min Brg Width Req = 1.8
NCBCLL: 10.00 TCDL: 4.2 psf
Code
Code / Misc Criteria Creep Factor: 2.0
Min Br Width Re
g q = 1.8
Soffit: 0.00 BCDL: psf
Bldg Code: FBC 6th ed 201 Max TC CSI: 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 It
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)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60
WAVE VIEW Ver: 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) 1 X4 #3SRB or better continuous lateral restraint
Maximum Web Forces Per Ply (Ibs)
to be equally spaced. Attach with (2) 8d 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 - I 529 -834
support by erection contractor.
i
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 i
scabs for (2) CLR'S where shown. Scab
�jj
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
...........
`�%
nails @ 6" oc.
#���
Wind
o 8
Wind loads based on MWFRS with additional C&C
i
a
member design.
.
E OF
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
shipping,
Component Safety Information,
by TPI and SBCA) fo'r sa
bracing per BCSI. Unless noted otherwise,top chord shall have
attached ri id ceilin Locations shown forpermanentlateral
practices prior to performing these functions. Installers shall provide
properly attached structural sheathin and bottom chord shall
restraint of webs shall have bracin installed per BCSI sections
temporary
have a propperly
B3, B7 or 910,
as applicable. Applgy plates to each face o truss and position
as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW BuildingComponents Group Inc. shall
truss in
not be responsible for any deviation from this drawing,any failure
to build the AN RW COMPANY
conformance with ANSI/PI 1, or for hand!inp, shipping, installation and bracing of,trussesA seal on this drawing or cover pa , . 13723 Riverport Drive
listing this drawing indicates acceptance of pro essiona. engmeerin responsibility solely for the design shown. The sulability
this drawing,
and use for is fhe the Building Designer ANSI/TPI 1 Sec.2. Suite 200
of any structure responsibility of per
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.tpinst.or ; 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
KID / OF 07/28/2020
7, 13' 19' 28'4
32' 8" 39'8"
7,'6' 8' 9,4
4,4 7, i
%6X6 =4X4 =8X10 =H1014 z6X6
12 C D T2 E T3 F T4 G
T 6�
T
o (a) W
o
(a)
T
in
co
B
1AE3I�
H
=5X5(I -H0510 =4X4 =6X8 IIISXSK B3 -4J =3X6(A1)
28'4"
11'4"
1' 8' 10'10"4 5'1"12 4'4"
4'4" 7' 1'
18'104 + 24' r 28'4"
32'8" 39'8" "i`
Loading Criteria (ps) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSl 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): 0.179 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: If Snow Duration: NA . HORZ(LL): 0.048 L - -
H 80 / 60 / - / - / - / 8.0
HORZ(TL): 0.091 L - -
Des Ld: 37.00 EXP: CMean
Wind reactions based on MWFRS
Height: 15.00 ft
NCBCLL: 0.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
B Min Brg Width Req = 1.6
Soffit: 0.00 BCDL: 5.0 sf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.846
p
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 = 1
Bearings B, K, & H are a rigidsurface.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Factors Used: No Max Web CS 1: 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 6/112013) THIS TRUSS MUST BE INSTALLED AS SHOWN AND NOT END FOFBI W. 1596 -3565 E - F 169 -505
Top chord 2x4 SP #2 N :T2, 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 :133 2x4 SP #2 N:
Webs 2x4 SP #3 :W6 2x4 SP #2 N:
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 - N 3126 -1377 L - K 786 -1874
Bracing
N - M 3815 -1821 K - J 786 -1874
(a) 1 X4 #3SRB or better continuous lateral restraint
M - L 2986 -1327 J - H 179 - 399
to be equally spaced. Attach with (2) 8d 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
support by erection contractor. 13PlI$e
Webs Tens.Comp. Webs Tens. Comp.
(a) or scab reinforcement may be used in lieu of CLR B
C - N 1089 -274 L - F 3047 -1224
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab o�ffi�s®nay a, ��
N - D 440 -430 F - K 2007 -4053
D - M 568 -883 F - J 1889 -778
�8a
reinforcement to be same size, species, grade, and $r°
80% length Attach °�
M - E 834 -67 G - J 344 -528
of web member. with 0.128x3" gun o°
°rQ
E - L 1423 - 3051
nails @ 6" oc.
o. 8�
Loading
#1 hip supports 7-0-0 jacks with no webs.
Wind i F
MWFRS.
Wind loads and reactions based on
or �t
ad
may
�vsr��
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
shipping,
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for sa practices prior to performing these functions. Installers shall provide
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathinq and bottom chord shall
attachetl ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections
temporary
have a properly
B3, B7 or 610,
as applicable. Apply Oates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Buildinq�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,� µ�,��,,.
truss in
conformance with ANSI rfPI 1, or for handlin, shipping, installation and bracing of.trussesA seal on this drawing or cover page. _ 240o Lake Orange Dr.
listing this drawingg indicates acceptance of pro essiona engineering responsibility solely for the design shown. The .pul. bllity g
Suite 150
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.t inst.org; SBCA: www.sbcindust
.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N334496
Ply: 1
SEQN: 7562 !
T2 / SPEC
Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E
Qty: 1
FROM: RWM
Dr'No: 210.20.1516.14076
Truss Label: All
FV WHK 07/28/2020
10'8" 1('3'15 16'0"1 23'7"15 297'15
39'8"
4 5'0"12 7' 15 4'8"2 77"14 6'
1010"1
5X5
5X5 =4X4 =5X5 5X5
D
E F G
H
12
6 2X4
� •
T
Tl
C_
cn
zo
zo
T5 v
-
Ln �
:::
B
IT3A
1
1
J1
K M
4X6(A2) = SS1017 = 5X5 = 5X 10 = 3X6(A1)
39'8"
10' 9'10"
10,
10' 19,16" 29'8"
39'8"
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 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 1716 / 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: C HORZ(TL): 0.142 K - -
Mean Height: 15.00 ft
B Min Brg Width Req = 1.8
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
I Min Brg Width Req = 1.8
Soffit: 0.00 Bldg Code: FBC 6th ed 201 Max TC CSI: 0.820
BCDL: 5.0 psf
Bearings B & I are a rigid
9 g d surface.
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 ft 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)/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 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 - I 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
@t9tiYd✓sl @tpf
S F
M - E 597 - 872 K - H 693 - 314
M - F 499 - 742
-No.
® o
�o
548
a
•
AYE OF
COA # AIAL
0i2si2020
**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 properly
attached ric1id cei(in Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oftruss and position as shown above and on the Join Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the u , �o ,U
truss in
conformance with ANSI/TPI 1, or for handlin4, shipping, installation and brac'Ing of,trussesA seal on this drawing or cover page , , 13723 Rive ort Drive
listing this draw in indicates acceptance of ppro esslona engineerin responslb!Ilty solely for the design shown. The sui Qabllrty
and use of this cirawing for any structure is fhe responsibility of the �u!lding Designer per AoSI/TP11 Sec.2. Suite 200
For more information see this job's general notes a e and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.org; SBCA: www.sbcindust .com;
ICC: www.iccsafe.ora Maryland Heights, MO 6304
Job Number: N334496
Ply: 1
7576 /
T20 / COMN
Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E
]SEQN:
Qly: 1
FROM: RWM
DrwNo: 210.20.1516.13934
Truss Label: A13
FV / WHK 07/28/2020
5'7"4 10'8"
13'315 217'15 317'15
39'8"
5'7"4 5'0"12
2'7"1 8'4" 10,
8,0"1
D
T 12
6 F7' Z�2X4
E T3 -HOF10 T4
-6 G
G
T
C
IN
bo
N
B
1�A
(a)
H
I�1
3X6(A1) B1 -3X8
L K
J-3X6(A1)
20'8"
68"
13'4"
1018"
5'4" T10" 7'10"
10'8"
16' 23'10" 31'8"
3918"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
TCLL: 20.00 Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
LOG 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 / 395 / 549 ! - / 257 18.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.128 M 999 240
N* 315 / 141 / 160 /- /- 168.0
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
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Code I Misc Criteria Creep Factor: 2.0
B Min Br Wi
g dth Req = 1.5
Soffit: 0.00 BCDL: 5.0 psf
Bldg Code: FBC sth ed 201 Max TC CSI: 0.957
N Min Br Width Re
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)/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)
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.OE:
D - E 709 -911 G - H 258 -611
Bot chord 2x4 SP #2 N :B1 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.
f
D - M 619 -431 F - K 876 -1254
(a) or scab reinforcement may be used in lieu of CLR
RL
E - L 354 - 564 K - G 655 -1043
restraint. substitute (1) scab for (1) CLR and (2)
.aas®®�"&a
' ��•11®•
L - F 903 -493
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, andB
a�
•
80% length of web member. Attach with 0.128x3" gun
1�a
nails @ 6" oc.
s
No. 6 48
Plating Notes
e
All plates are 5X5 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
E OF / 'rlp..
member design.
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,
Component Safety Information, by TPI r
installing and bracing. Refer to and follow the latest edition
of BCSI (Building
and SBCA) safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached n id ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 810,
as applicaRec. Apply plates to each face ofptruss and position
drawings 160A-Z for standard plate positions.
as shown above and on the JoingDetails, unless noted otherwise. (Refer to ALPINE
Alpine, a division of I7 BuildinIComponents Group Inc.,
truss in
shall not be responsible for any deviation from this drawing,any failure to build the MIMCOMFANY
conformance with ANSI1, or for handling shipping, installation and bracing of,trussesA seal on this drawing or cover page .. 13723 Rive ort Drive
listing this drawing indicatescceptanceofprofesslonaegineeringresponsibility solely forthe design shown. The suiFabllrtyand use
yawingfory is he the building Designer ANSI/TP11 Sec.2. Suite 200
ofthis structure responsibility of per
For more information see this'ob's general notes age and these web sites: ALPINE: www.al ineitw.com;-TPI: www.tpinst.org; SBCA: www.sbcindust .com;
ICC: www.icrsafe.org Maryland Heights, MO 6304
Job Number: N334496
Ply: 1
SEQN: 7564 /
T19 / COMN
Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E
Qly: 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 S'0"1ii2
4'7"15 8' T 8'4"2
+11f'15 7' i
=5X5
D
12
T
6
l a�2X4
-5E14 =HOF10
a5X10(SR3)
H
SOC
T3 T4
G
TT_
(a)
o (
B
v
I Cl)"
A
J l�
3X6(A1) =5OX8
=5X5 =4X6 =4X4L
=5X5 =3X6(A1)
21'
5'
13'8"
8''
8' 5' 5' S'8"
8'
8
r
16, 21' 26' 31'8" 39'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10
Fig: 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
Des Ld: 37.00 EXP: C
Mean Height: 15.00 ft
HORZ(TL): 0.031 K - -
I 534 / 244 / 399 / - / - / 8.0
NCBCLL: 10.00 TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00 BCDL: 5.0 sf
p
Bldg Code: FBC sth 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
g
M Min Big Width Reg = 1.5
L Min Big Width Reg = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft
Rep Factors Used: Yes Max Web CSI: 0.703
I Min Brg Width Req = 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: 13B (Effective 6/1/2013)
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Top chord 2x4 SP #2 N :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
Bracing
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SR8 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 - I 451 - 354
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
Maximum Web Forces Per Ply (Ibs)
scabs for (2) CLR'S where shown. Scab
•`®moo f.
oAR �e®a
Webs Tens.Comp. Webs Tens. Comp.
reinforcement to be same size, species, grade, and
•° ' •o
®��
C - O 458 -291 M - F 773 -732
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
•#a
a
O - D 469 -432 L - G 886 - 898
E - M 1630 -1574
Wind
e��
a.
o
Wind loads based on MWFRS with additional C&C
design.
s •
member
iE 0
s�
AIAL
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, handlin shipping,
Component Safety Information, by TPI
installing and bracing. Refer to and follow the latest edition of
BCSI (Building
and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI Unless noted otherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a prorp�erly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracinq insalled per BCSI sections 63, 67 or B10,
as applicable. Apply plates to each face oftrussand position
as shown above and on the Join Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions.
���......JJJ
INE
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure
truss in
to build the AN WCOMPANY
conformance with ANSI/PI 1, or for handlin shippin , installation and bracing of,trussesA seal on this drawing or
listing this drawing indicates acceptance of pro) essional engineering responsibility solely -for the design shown.
and use this yawing for is the Designer ANSI/TPI 1 Sec.2.
cover pa e . , 13723 Rive ort Drive
The 41Pability
Suite 200
of any structure the responsibility of uilding per
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: Wmiukrsafe.org Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEQN: 7565 / T18 / SPEC Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 210.20.1516.14216
Truss Label: A16 FV / WHK 07/28/2020
2-5'3�"15
1'9"15
5'7417'3"15 19'3"1521'3"15 23'6" 27'3"15 29'8" 32'8" 39'8"
5'74 -� 5'0"12 67"15 2' 2' -t- 2'2"1� 2' 2'4"� 2'11"1 7'
=5X5
D
T612 _SLS T
ch C =8X8 -8X8 :5X10(SRS) T ,n
ro E F G H I J K _
rn
o
�T
1 _
A B Z AB AE M
N1
Y X W V U T S R Q P 0
=3X6(A1) -5X5 =5X5 =4X4 1112X4('*) =5X5 =3X6(A1)
=4X4
21'
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
Des Ld: 37.00
EXP: C
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.97 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)
For more
5'
13'8"
8' 1'3' 15 1'8"1 2' 2' !-1'3"15 2'1"11 8' 1'
16' 17'3"152' f 21- 1 23� 3�15 1�5,1' 27'3-"152,2„61 31'8+ 39'8" +
19'3�15 A131,15 8'28'' 29'6"5
Snow Criteria (Pg,Pf in PSF)
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
B 774 / 354 / 508 / - / 317 / 8.0
Pf: NA Ce: NA
VERT(LL): 0.037 Y 999 360
Lu: NA Cs: NA
VERT(TL): 0.112 Y , 999 240
U 1323 / 588 / 635 / - / - / 8.0
Snow Duration: NA
HORZ(LL): 0.016 0 - -
R 711 / 237 / 257 / - / - / 8.0
HORZ(TL): 0.030 0
Creep Factor: 2.0
M 531 / 246 / 381 / - / - / 8.0
Wind reactions based on MWFRS
Code / Misc Criteria
Bldg Code: FBC 6th ed 2017
Max TC CSI: 0.931
B Min Brg Width Req = 1.5
TPI Std: 2014
Max BC CSI: 0.771
U Min Brg Width Req = 1.8
Rep Factors Used: Yes
Max Web CSI: 0.571
R Min Brg Width Req = 1.5M
Min Brg Width Req = 1.5
FT/RT:20(0)/10(0)
Bearings B, U, R, & M are a rigid surface.
Plate Type(s):
Bearings B, U, R, & M require a seat plate.
VIEW Ver: 17.02.02A.1213.21
WAVE
1�1
M
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
O - 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
1577 -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
quire extreme care in fabricatingg, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) y satPety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro pperly
id ceiling. Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910,
1 e. AppTcy plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Defer to
60A-Z for standard plate positions.
a division of
IF'I 1,ortor r
acceptance
any structure
his drawing,any failure to build the
on this drawing or cover page.
Ie design shown. The suifabflfty
TPI 1 Sec.2.
CA: www.sbcindust .com; ICC: www.iccsaf
ALPINE
M rIW COMPANY
13723 Riverport Drive
Suite 200
Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEQN: 7566 / T3 / GABL I Cust: R8975 JRef: 1WXc89750077
,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" + 21'4^
I--4-13" f— 2'—I
(TYP) =4F4
Loading Criteria (psf) Wind Criteria
TOLL: 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 D
Des d:: .00 Mean Height: 15.00 ft
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 "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.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
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
Defl/CSI Criteria
A Maximum Reactions (lbs), or *=PLF
PP Deflection in loc L/defl L/#
Loc R / U / Rw / Rh / RL / W
VERT(LL): 0.004 R 999 360
B 245 / 106 / 137 / - / 244 / 8.0
VERT(TL): 0.012 R 999 240
J* 72 / 33 / 35 / - /- / 248
HORZ(LL): 0.005 L - -
Wind reactions based on MWFRS
HORZ(TL): 0.005 L
B Min Brg Width Req = 1.5
Creep Factor: 2.0
J Min Brg Width Req = -
Max TC CSI: 0.228
Bearings B & B are a rigid surface.
Max BC CSI: 0.176
Bearings B & B require a seat plate.
rvlau WPh rsr n nBa
VIEW Ver: 17.02.02A.1213.21
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
Component Safety Information
bracing per BCSI. Unless note
attached ri id ceiling.Locatior
as applicable. Appplates to
drawings 160A-Z for standard
Alpine, a division of ITW Buildin
more
Members not listed have forces less than 375#
q Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
TPI 1, or for handling, shippintq, installation and bracing of,trussesA seal on this drawing or cover pa e , .
acceptance of proTessiona engineering responsibility solely for the design shown. The suii1bllity
any structure is he responsibility of the building Designer per ANSI[TPI 1 Sec.2.
ral notes page and these web sites: ALPINE: www.alpineitw.com; TPI: w Jpinst.org; SBCA: www.sbcindustry.com; ICC; www.iccsaf
ALPINE
M nW COMPANY
2400 Lake Orange Dr.
Suite 150
Orlando FL,32837
Job Number: N334496 Ply: 1 SEQN: 7567 / T1 / GABL I Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALIMEBB ELEV.C/E Qty: 1 FROM: RWM DrwNo: 210.20.1516.13748
Truss Label: C1GE KD / WHK 07/28/2020
14'
7'
5' 'f'— 2' ---i
(TYP)
=-4X4
D
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CS1 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): 0.005 J 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): 0.014 J 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.004 H - -
Des Ld: 37.00
EXP. C
Mean Height: 15.00 ft
HORZ(TL): 0.006 J
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 20V
Max TC CSI: 0.277
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.196
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.137
Loc. from endwall: Any
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
Webs 2x4 SP #3
Lumber value set "1313" uses design values
approved 1/30/2013 byALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
FL
See DWGS A16015ENC101014 & GBLLETIN1014 for
®•s•ub..
gable wind bracing and other requirements.
� `�E�+„�oQ
No. 648
a a
0
p s
A►YE 0
R `ei
iNAL
COA #
07/28/2020
♦ Maximum Reactions (lbs), or'=PLF
Loc R / U / Rw, / Rh / RL / W
B' 68 / 30 / 38 / - / 13 / 159
F 268 / 134 / 205 / - / - / 8.0
Wind reactions based on MWFRS
B Min Brg Width Req = -
F Min Brg Width Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 461 -238 H - E 461 -238
`"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joinf Details, unless noted otherwise. Refer 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 a,, �o,,,,V,,.
truss in conformance with ANSI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover pa e , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of prot'essionar engineering responsibility solely for the design shown. The spi ablllty g
and use of this drawing for any structure is the responsibility of the building Designer per ANSI/TPI 1 Sec.2. Suite 150
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.sbcindusl .com; ICC: www.icesafe.org 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 07/28l2020
C
12
6
M
O_ LID
M
M
B
T A
D
1 f 7,
7'
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
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: h/2 to h
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
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.
Provide (2) 16d common 0.162"x3.5", toe -nails at TC.
Provide (2) 16d common 0.162"x3.5", toe -nails at BC.
Snow Criteria (Pg,Pfin PSF)
Defl/CSI 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): 0.017 D
HORZ(TL): 0.031 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.713
TPI Std: 2014
Max BC CSI: 0.527
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 331 / 117 / 259 / - 1 173 / 8.0
D 127 /20 /101 /- /- /1.5
C 171 /133 /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
quire extreme care in fabricating, handling,shipping, instailing,and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI an SBCA) for sa ety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
id ceil!n Locations shown for ermanent lateral restraint of webs shall have braclnp installed per SCSI sections B3, B7 or 610,
App�ji plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Defer to
60A-Z for standard plate positions.
a division of ITW BuildiphcLComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
conformance with ANSI PI 1, or for handlin, shippintq, installation and bracing of.trussesA seal on this drawing or cover pafge . .
this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The s i ability
le of this. drawing for any structure is the responsibility of the uilding 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:
AL NE
M nw COMPANY
13723 Riverport Drive
Suite 200
Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 SEQN: 7568 / T11 / JACK Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 4 FROM: RWM DnwNo: 210.20.1516.13841
Truss Label: CJ5 KD / FV 07/28/2020
L
12
6
C)
d)
�
N
M
B
M
A
D
2X4(A1)
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: not in 4.50 It
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.
411 "4
4' 11 "4
Snow Criteria (Pg,Pfin PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed 201
Max TC CSI: 0.411
TPI Std: 2014
Max BC CSI: 0.254
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
WAVE
**WARNING** READ AND FOLLOW AL
—IMPORTANT** FURNISH THIS DRAWING TO ALL
as snown
0
$TAT F �®
COA #o
07/28/2020
04
♦ Maximum Reactions (Ibs)
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#
:S ON THIS DRAWING!
ACTORS INCLUDING THE INSTALLERS
Ind bracing. Refer to and follow the latest edition of BCSI (Building
r to performing these functions. Installers shall provide temporary
tached structural sheathinq and bottom chord shall have a properly
,ebs shall have bracing installed per BCSI sections B3; B7 or 10,
ibove and on the Joint -Details, unless noted otherwise. Refer to
a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
conformance with ANSI 1, or for handling, shipping, installation and bracing oftrussesA seal on this drawing or cover page
this drawing indicates acceptance of pro) essiona engineering responsibility solely for the design shown. The suitability
se of this yawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
information see this ob's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SSCA: w wr.sbcindustry.com; ICC: www.iccsaf
ALPINE
Ml nW COMPANY
13723 Riverport Drive
Suite 200
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 "
4"3
V
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 "l3B" uses design values
approved 1 /30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
a
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
0
C
2' 11 "4
2' 11 "4
Defl/CSI Criteria
PP Deflection in loc Udefl U#
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
S FL
si- -*:.
M
07/28/2020
a
('7
F-
M
N
♦ 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#
"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, installingand bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) fsa ety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
id ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 910
e. AppTy plates to each face. oftrussand position as shown above and on the Joini Details, unless noted otherwise. kefer to'
60A-Z for standard plate positions._
s drawing Tor any structure is the responsibility
see this job's general notes page and these web sites: ALPINE:
from this drawing,any failure to build the
1 seal on this drawing or cover pa e
r for the design shown. The uidtility
ANSI/TPI 1 Sec.2.
ALPINE
13723 Riverport Drive
Suite 200
Maryland Heights, MO 6304
TPI:
Job Number: N334496 Ply: 1 SEQN: 7570 / T27 / JACK Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EBB ELEV.C/E Qty: 4 FROM: RWM DrwNo: 210.20.1516.13842
Truss Label: CJ1 FV / WHK 07/28/2020
0
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
Wind.Criteria
Wind Std: ASCE 7-10
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 " 136" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
K
12
6 � C
11 n
1 r � 1 4
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)/l 0(0)
Plate Type(s):
WAVE
07/28/2020
co T
co
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.025
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
♦ Maximum Reactions (lbs)
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#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, oftruss and position as shown above and on the Joint Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Buil%i gComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure to build the ,w nwcoMawr
truss in conformance with ANSI/TPI 1, or for handling, shlppinct, installation and bracing of,trussesA seal on this drawing or cover pa e , , 13723 Rive ort Drive
listing this drawing indicates acceptance of professtona! engineering responsibility solely for the desi n shown. The suit9ablllty
and use of this yawing for any structure is fhe 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.t inst.org; SBCA: www.sbcindust .com; [CC:-www.iccsafe.org Maryland Heights, MO 6304
Job Number: N334496 Ply: 1 �SEQN: 7571 / T16 / HIP_ Cust: R8975 JRef: 1WXc89750077
,7A5/320 ,182EC,E ,RH01 / 1828/CALI/4EB8 ELEV.C/E Qty: 2 FROM: RWM DrwNo: 210.20.1516.13171
Truss Label: HJ7 KD / YK 07/28/2020
r
5'3"5 9110"1
5'3"5 4'6"l 1
T
43 /
IC
1,5„
9,2„2
9'2"2
71.14
9'10'1
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 L/defl L/#
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
Mean Height: 15.00 ft
HORZ(TL): 0.018 C
Wind reactions based on MWFRS
NCBCLL: 0.00 TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0
B Min Br Width 1.5
9 Re q =
Soffit: 0.00 BCDL: 5.0 psf
Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.546
E Min Brg Width Req = -
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 s
surface.
24.0 " C&C Dist a: 3.00 ft
Rep Factors Used: No Max Web CSI: 0.260
Bearing B requires seat plate.
Loc. from endwall: NA
FT/RT:20(0)/l0(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
1 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.OE
Webs 2x4 SP #3
Bo
Maximum Bot Chord Forces Per Ply (Ibs)
Chords C
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - F 531 -358
Loading
Maximum Web Forces Per Ply (lb"s)
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.
S FL
zJ�*
� • �T4��`'+ °wag
°,�°°°
°
0
O. 648a
� s
� g
a
e a
pq�
COA 4
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 satPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathin and bottom chord shall have a properly
attached rigid ceiling Locations shown for ermanent lateral restraint of webs shall have brac'InQ installed per BCSI sections B3, B7 or 910,
as applicable. Apply 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. �LPPII NN
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the ,wawcornvnnr
truss in conformance with ANSI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover pa e _ , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro) esslonq engineering responsibility solely for the design shown. The suitability g
and use of this gnawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 150
For more information see this'ob's.general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbdndustry.com; ICC: www.iccsafe.org Orlando FL, 32837
J
Gable Stud Reinforcement Detail
ASCE 7-10: 160 mph Wind Speed, 15' Mean Height, Enclosed', Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Ort 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Or, 120 mnh Wind SnPPd. IF, MPnn HPlnh+. Pnr+Inll, P'—l—A r—....+c n V-+ - i nn
S
2"Brace
Gable Vertical
Spacing I Species I Grade
No
Braces
(1) lx4 'L' Brace w
(1) 2x4 'L' Brace 1E
(2) 2x4 'L' Brace )Km
(1) 2x6 'L' Brace w
(2) 2x6 'L' Brace w
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' 6'
14' 0'
14' 0'
-
S I F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
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
1 3' 8'
4' 11'
5' 3'
6' 7'
7' l'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
6' 2'
9' 4'
9' 6'
12' 4'
12' 9'
14' 0'
14' 0'
S P
#2
3' 10'
6' 7'
6' 10,
7' 9'
B' 1'
9' 3'
9' 7'
12, 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' ill'
7' 5'
9' 2'
9' 7'
10, ill
11' 8'
14' V
14' 0'
(U
D F L
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' l'
14' 0'
U
[-
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
li' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P r
#3
4' 2'
7' l'
7' 9'
8' 9'
9' 1'
1 10' 5'
10, 10'
13, 9'
14' 0'
14' 0'
14' 0'
U
u P
Stud
4' 2'
7' l'
7' 6'
8' 9'
9' 1'
10' 5'
10' 10'
13' 9'
14' 0'
14' 0'
14' 0'
-
Hl
Standard
4' 2'
6' l'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10'
12, 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' I1'
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
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 1
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10' 10.
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' l'
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' 1
14' 0'
14' 0'
14' 0'
UU
HF
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
I I
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' ill
10' 3'
11' 9'
12' 3'
. 14' 0'
14' 0'
14' 0'
14' 0'
dzt
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'
011
#3 1
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
.--I
D F L I
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard 1
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6' 1
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
Bracing Group Species and Grades)
Group At
S ruce-Plne-Fir Hem -Fir
#1 / #2 istsnclarcill 1 #2 1 Stud
61 Stud #3 Stnndnrd
Dou ins Fir -Larch Southern Plnewww
#3 #3
Stud Stud
Standard Stnndnrd
Group Bit
Hem -Fir
#1 L Btr
#1
Dou as Fir -Larch Southern Plnewww
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
wwFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these grades.
Gable Truss Detail Notes+
Wind Load deflection criterion Is L/240•
Provide uplift connections for 75 p(f over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Abo
Attach 'L' braces with 10d (0.128'x3.0' min) nulls,
able Truss
)K For (1) 'L' brace, space nulls at 2' o.c.
In 19' end zones and 4' o•c• between zones.
Diagonal brace option,
)K)KFcr (2) 'L' braces, space nalls at 3' o.c,
vertical length may be
T
In 18' end zones and 6' o.c. between zones.
doubled when diagonal
18'
)K
'L' bracing must be a minlmum of 807 of web
brace Is used. Connect
member length.
diagonal brace for 600#
'LE
t
at each end. Max web
Brace
Gable Vertical Plate Sizes
total length Is 14,.
Vertical Length No Slice
2x6 DF-L #2 or
Less than 4' 0' 2X3
better dlagonal
.f
Greater than 4' 0', but 3x4
Vertical length shown
bracer single
18
less e 11' 6'
In table above,
45'
or double cut
L
1
Greater n 4X4
(as shown) at
+ Refer to common truss design for
upper end.
°
peak, splice, and heel plates,
Connect diagone- at
In
a a
Q@Se •I �' -
Refer to the Building Designer for conditions
midpoint of vertical web.
NN
'er to
chart ov
or -"gob verticalw engt -
not addressed by this detail.
—WARNING" READ AND FOLLOW ALL NOTES lai THIS DRAVDRW
wwOPORTANT—
� �
REF ASCE7-10-GAB16015
FUIMSH THIS DRAVDRG TO ALL CONTRACTORS DgiMUDING 7 INSTALLER ®
Trusses require extreme care In fabricating, handing, shipping, Installing and bracing. Ref to nme
follow the latest edition of BCSI (Bullding Component Safety Infonnatlon, by TPI and SBCA) f t
to these functions.
a
DATE 10/01/14
practices prior performing Installers shall provide temporary bracing p G
Unless no otherwise, top chord shot( have properly attached structural sheathing and b n6.tl
B
w
DRWG A16015ENC101014
=1� j� jj�
shalt have a properly attached rlgld ceiling. Locations shown for permanent lateral restrain o webs
shall have ing Ins
bracing Installed per BCSI sections
sectionsB7 or Blg, as applicable. Apply plates toe84T1
®
E OF g
J II\\\IJI
LI N1
ALP
of truss anti
and as shown above the
on the Joint Detnlls, unless noted otherwise.
Refer to drawings 16CA-2 far standard plate positions.
tea
tg �r
AN RWCOMPANY
Alpine, a dlAslon of ITV BuRding Components Group Inc shall not be responsible for any tleA
this drawing, any future to build the truss In conformance with ANSI/TPI 1, or for handling, ship
`cy
��^ 16(w It
m4,D�
MAX,
TOT, LD, 60
Installation 6 bracing of trusses.
A seal an this drawing or Listing this drawing, Indicates
Afl
PSF
1113723\ Riverport\ Drive
cover page acceptance of professional
engY,earYg responslblttty solely for the design shown The—ItdMty and use of fink drewNg
wsm4
11 Suite\200
far any structre k the responsibility of the Building Designer per ANSI/TPI L See2
\\Maryland\Heights,\MO\63043
For more Information see this Job's general notes page and these web sites,
MAX,
SPACING 24,0'
ALPIWD www.alpineltwcomi TPI, www.tpinst.orgl SBCA, www.sbclndustry.orgl ICC, wwwlccsnfe.org
Gable Stud Reinforcement Detail
ASCE 7-101 180 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Orr 160 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Orr 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Uri 140 moh Wind Soppd. IS' Mpan Hnlnht. Pnrtlnlly Fnrinc-4 Fvnn—c, n ih+ = inn
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) Ix4 'L' Brace Al
(1) 2x4 'L' Brace IA
(2) 2x4 'L' Brace sU
(1) 2x6 'L' Brace Ill
(2) 2x6 'L' Brace sl
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 6'
6' 0'
6' 3'
7' 1'
7' 4'
8' 5'
8' 9'
Il' 1'
11' 7'
13' 3'
13' 9'
0)
U
S P P
#3
3' 4'
5' 1'
5' 5'
6' 9'
7' 3'
8' 4'
8' 8'
10' 7'
11' 4'
13, 1'
13' 7'
Stud
3' 4'
5' 0'
5' 4'
6' 9'
7' 2'
8' 4'
8' 8'
10' 6'
11' 3'
13' 1'
13' 7'
p
Standard
3' 4'
4' 4'
4' 7'
5' 9'
6' 2'
7' 10'
8' S'1
9' 1'
9' 8'
12' 4'
13' 2'
#1
3' 8'
6' 1'
6' 4'
7' 2'
7' 5'
8' 6'
8' 10,
11' 3'
11' 8'
13' 4'
13' 11'
J
S P
#2
3' 6'
5' 9'
6' 2'
7' 1'
7' 4'
8' 5'
8' 9'
11' 1'
11' 7'
13' 3'
13, 9'
#3
3' 5'
4' 7'
4' 10'
6' 1'
6' 6'
8' P.
8' 9'
9' 6'
10' 2'
12' 11'
13' 8'
P
Stud
3' S'
4' 7'
4' 10'
6' 1'
6' 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' 5'
12' 3'
U
#1 / #2
4' 0'
6' 10'
7' 2'
8' 1'
8' 5'
9' 8'
10, 1'
12' 9'
13' 3'
14' C'
14' 0'
+>
_
S P P
#3
3' 10'
6' 2'
7' 2'
8' 0'
8' 4'
9' 7'
9' 11'
12' 7'
13' 1'
14' 0'
14' 0'
U
u P
Stud
3' 10'
6' 2'
6' 7'
8' 0'
8' 4'
9' 7'
9' 11'
12' 7'
13' 1'
14' 0'
14' 0'
Q.1
0
fl
Standard
3' 10'
5' 4'
5' 8'
7' 1'
7' 7'
9' 7'
9' 11'
IS' 1'
il' 11'
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'
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' 11'
5' 3'
6' 7'
7' 0'
B' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1 / #2
4' 5'
7' 7'
7' 10'
e' Il'
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'
U
L I r
Stud
4' 3'
7' 1'
7' 7'
8' 10'
9' 2'
10' 6'
10, 11'
13' 10'
14' 0'
14' 0'
14' 0'
O
f� r
Standard
4' 3'
6' 2'
6' 6'
8' 2'
8' 9'
10' 6'
10, ill
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'
011
#3
4' 4'
6' 5'
6' 10'
8' 7'
9' 12'
10' 7'
11' 0'
13' 5'
14' 0'
14' 0'
14' 0'
.--1
C
D r L
Stud
4' 4'
6' 5'
6' 10'
8' 7'
9' 12'
10' 7'
11' 0'
13' 5'
14' V
14' 0'
14' 0'
Standard
4' 3'
5' 8'
6' 1'
7' 7'
8' V
10' 3'
10, 11'
11' 11'
12' 9'
14' 0'
14, 0'
About
lL
�IA-bte Truss
Diagonal brace options
vertical length may be
T
doubled when diagonal
e
18•
)K
brace Is used. Connect
I
diagonal brace for 775#
•L• 1
at each end. Max web
Brace
total length Is 14'.
L__
2x6 W -L #2 or
better, diagonal
T
t
Vertical length shown
bracer single
18'
In table above.
or double cut
)K
45•
(as shown) at
L
1
upper end.
Connect diagonal at
midpoint of vertical web.
Refer to
chart
wuVARNII(liww READ AND FOLLOW ALL NOTES ON THIS DRAVINGI
w-IMPORTANTer. FURNISH THIS WAVING TO ALL CONTRACTORS INCLUDING THE INSTALL
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Ref t,
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) f r�
to these functions.
practices prior performing Installers shall provide temporary bracing B
Unless noted otherwise, top chord shall have properly attached structural sheathing and to I
shall have a properly attached rqgldSCSI ceiling. Locations shown for permanent lateral restrain o
shall have bracing Installed per BCSI sections
ctlo B or B10, as applicable. Apply plates to e
Q O
of truss and position as shown above and on the Joint Details, unless noted otherwise.
the J
Refer to drawings 16OA-2 for standard plate positions.
AN Ii1M COMPANY
thAlpi drawing, division of ITV Building Components Group Inc shall not be responsible for any devla
this raving, to build the truss In conformance with ANSI/TPI 1, or for handling, sWp{
'
instA brudngure
trusses,
seal on this drawing or cover page Usting this drowkg, Inckates acceptance of professional
\ \ 13723\ Riverport\ Drive
ergtrreZN resporrs6Atty solely for the design sham The suitability and use of this drawing
\\Suite\200
far any strueGx fs the responstlltty of the BuAdirg Designer per ANSI/TPI 1 Sec2.
\\Maryland\Heights,\MO\63043
For more Infarnatlon see this Job's general notes page and these web sites,
ALPINE, www,alptneltw.comi TPI, www.tpinstargi SBCA, wwwsbdndustry.orgi ICC, wwdccsofe.org
�ji�
L_1. 1p1
Bracing Group Species and Gradesr
Group At
S ruce-Pine-Fir Hem -Fir
#1 / #2 istandard #2 1 Stud
#3 Stud 1 #3 IStandardi
Dou las Flr-Larch Southern Plnemiete
#3 #3
Stud Stud
Standard Standard
Group BI
Hem -Fir
#1 & Btr
#1
Douglas Fir -Larch Southern Pinewslx
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
■017or Ix4 So, Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values may be used with these grades, 11
Gable Truss Detall 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 IOd (0,128'x3.0' min) malls.
)K For (1) 'L' bracer space nalls at 2' o,c.
In 18' end zones and 4' o.o between zones.
)KWor (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 S lice
Less than 4' 0' 2X3
Greater than 4' 0', but 4X4
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.
X. TOT, LD, 60 PSF
X. SPACING 24,0'
F ASCE7-10-GAB18015
TE 10/01/14
WIG A18015ENC101014
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
Far I Pt -in Vartirnlc:
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,
e, 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Wisp
loci Common (0,148'x 3,',min) Nails at 4' o,c. plus
(4) nails In the top and bottom chords.
Toenalled Nallsi
10d Common (0,148'x3',m1n) Toenails at 4' o,c, plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detall for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detall Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A200 D100118,
S11515ENC100118, S12015ENC100118, S14015ENC100113 t
S18015ENC100118, S20015ENC100118, S20015END1
S11530ENC100118, S12030ENC100118, S14030E 1 ¢ 1
S18030ENC100118, S20030ENC100118, S2003 ��88
6� jaw a
See appropriate Alpine gable detail for mn ur2 In ceol ga j r$
'T' Reinforcerient Attachment Detail
Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-noll
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
araVARNE1,10w READ AND FOLLOV ALL FATES (IN THIS BRAva+a `'Z
"DGI tTANT:s FLWaSH THIS BRAWM TO ALL CONTRACTORS IHMUDIFKi W INSTALLER s
REF LET -IN VERT
DATE Ol/02/2018
.!� V
a o IuI�\vf l
�� I� I7
AN TTWCOMPANY
11137231 Riverportl Drive
\ \ Suite\ 200
\\Maryland\Heights,\MO\63043
Trusses require extreme care In fabricating, handling, shipping, InstalUng and bracing. Ref- n
fallow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fgfe2gT
practices prior to performing these functions. Installers shall provide temporary brnUng p -HCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo .o . o%i&WE
shall have n properly attached rigid ceiling. Locations shorn for permanent lateral restrain
J or B30, as applicable. Apply plates to en
shall have bracing Installed per BCSI sections the
of truss and position as shorn above and on the Joint Details, unless noted other.lse.
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV BuRding Components Group Inc shall not be responsible for any devintio o
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handing, shtppin
Installation & bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professbnal
engineering structureresp°Is solely ty design the Building ,g peTyANs-/T-i sere �w�
For more Information see this Job's general notes page and these web sites
ALPINE www,alpineltw,comi TPA www.tpinstorgi SBCAc www.sbcindustryargi ICC, wwwJccsofe.org
a
1
OF $«
f�
`�'
p'y Vt �I
®� 1aa����*;g e
- No ga m we
-
MAX, T❑T, LD, 60 PSF
DRWG GBLLETIN0118
DUR, FAC, ANY
MAX, SPACING 2i,o'
'T'
Reinforcing
Member
Gable
Truss
Gable Detail
Far I rat -in \/artirn I cz
tG
Gable Truss Plate Sizes
ppropriate Alpine gable detall for
:e sizes for vertical studs.
Engineered truss design for peak,
rb, and heel plates.
vertical plates overlap, use a
ate that covers the total area of
lapped plates to span the web,
en 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsi
10d Common (0,148'x 3',min) Nnlls at 4' o.c. plus
(4) nails In the top and bottom chords.
Toenalled Nalls-
10d Common (0,148'x3',min) Toenalls 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 Detall Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014o A11030051014, A10030051014, A14030051014
ASCE 7-10 Gable Detall Drawings
A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014,
A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014,
A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014,
A18030ENC101014, A20030ENC101014, A20030END101014, A200 D101014
S11515ENC100815, S12015ENC100815, S14015ENC1008 € aSol
S18015ENC100815, S20015ENC100815, S20015Eift MAjP S11530ENC100815, S12030ENC100815, S14030S18030ENC100815, S20030ENC100815, S200
See appropriate Alpine gable detall for mn utceder4
'T'Reinforcement Attachment Detall
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable 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,
elo Length Increase w/ 'T° Brace
Examplen
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c, SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Reinf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
"VARI@IGIv REAR AND Ft1L0V ALL nmEs w Tlus nRAWM
■■DSPMTANT" FIAtIIISH BUS DRAVING TD ALL CRliRAC7= W UDDrG TFE INSTa LER
n
REF LET -IN VERT
a
I'1 n� j� jj�
Q I I I lug\vl I
I LI f-
AN ITWCOMPANY
Trusses require extreme care In fabricating, handling, shipping, Installing and brncing. Ref n
n f
follow the latest ¢pert performing
SCSI se f ng Component Safety Information, provide a ar and bra
practices prior to performing these functions. Installers shall provide tempornry brndng p CSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo .40
shall have a properly attached rigid telling. Locatlons shorn for permanent loteral restraln 10
J or BIO, as applicable. no Apply plates to en
shop have bracing installed per BCSI sections the
of truss and position os shorn above and on the Joint Details, unless noted otherrlse.
Refer to drawings 160A-s for standard plate positions,
Alpine, a division of ITV Building Components Group Inc, shall not be responsible for any devlatio oit
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, ship In
Installation 4 bracing of trusses
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professbrnal
0
,
p
O 64
mtt�
MAX, TOT, LD, 60 PSF
DATE 10/01/14
DRWG GBLLETIN1014
DUR, FAC, ANY
\\Suite% RiverportlDrive
\ \Suite\ 200
Ser2 ��
far my structure isisresponsibility responsibility oaf the bAsign ding Deessigneyer per ANNSSv PI of
MAX, SPACING 24,0''
\\Maryland\Heights,\MO\63043
For more Information see this Job's general notes page and these web sites.
ALPINE, wrw.alpineit%coml TPIi rrr,tpinst.org) SBCA, www.sbclndustry.orgl ICd wwr.lccsafe.org
1
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.
�O� Attach 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.
Aww Note that the purlin spacing for bracing the top chord of the truss
beneath the valley Is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
Valle
Spacing
Square Cut
Bottom Chord
oe-nailed Valley
X4 Q��G�9
20-0-0 (++) wj
Supporting trusses at 24' o.c, maximum spacing,
MWARNM-0 READ AND FOLLOW ALL Nines ON THIS DRAVDfl9
wemPmtTANTww FLOM THIS BRAVING TD ALL CONTRACTORS DELUIDNG THE INSTALLERS
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to r
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SECA) for so
practices prior to performing these functions. Installers shall provide temporary bracing per B
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom
shall have a property attached rigid ceding. Locations shown for permanent lateral restraint of
d ��� shall have bracing position
Installed per BCSI sections the
J or 310, as applicable. no Apply plates to each
i� F truss and position as sham above and on the Joint Details, unless noted plyotherwise.plate
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation f
AN RW COMPANY this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shippin
Installation R bracing of trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional
1113723\ Riverport\ Drive resP°nsibllty solely far the design shown. The suitability and use of this drawing
for any structure Is the rtsponsYrAlty of the Building Designer per ANSI/TPI 1 Sec.?-
\\Suite\200 For more Information see this Job's general notes page and these web sites,
11 Maryland)Heights,lM0163043 ALPINE, www.alpineite.ccmi TPI, wew.tpinst,orgl SECA, wwe.sbdndustry.orgi ICG wewAccsafe,org
2X4
Stubbed Valley
End Detail
A
4X4
❑Ptional Hip
Joint Detail
n 24'ulo1�e�
i I usses Partial Framing
1�F e•Q.,s 4' o,c, Plan
@o
4
o. a
TC L 30
30
40PSF
REF VALLEY DET
DATE 10/01/2014
T. L 20
15
7 PSF
,, Y ATE OF�0
•
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BC L 10
L 0
LD, 60
10
0
10 PSF
0 PSF
57PSF
DRWG VAL160101014
55
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DUR.FAC,1,2S'1.33
1,15
1,15
SPACING
24,0'
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I VALLEY FRAMING & BRACING DETAIL I
R
BC
11/2
of
Lumber Size and Grade•Minumum Reauirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this Is Impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat II, Exp B, 1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
ce the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gered between rows.
(TYP)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
4 16d toe -nails
('•) 816d face -nails
Rafter to sleeper or blocking
5 16d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to trusi ll"
3 16d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
`""' ""'"""" " ""` " " �` ""`"h 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Iong
nailed wl 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of c2ple with 10d J0.128"x3.0") nails at 6" o.c. "T" or scab must be 90 % of cripple length.
Cripp es 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 requirement Ay
Nails are common wire nails unless noted otherwise.
(A) (B)")
"VAh>NI)iGh-- READ NO rounv ALL H3WS OR naS MAVD+a & •' LL 20 30 40 54 REF VALLEY FRAMING
w• 40TrMTwa FURL N TKIS BRAVING M ALL C016V1CTORS NUMD4 Th6 D=ALLERS e : 1
Trusses rwquir a extrene care In fobricotirg, handling, shippiy, Installing and bracig Refer to »hd • 7t
follow the latest edition of BCSI ®+Ilding Component Safety IMornatlon, by TPI and SBCA) for snfay g w It DL 10 20 7 7 DATE 10/01/14
practices prior to perfornIng these functions. Installers shall provide temporary bracing per BC • r
bless noted otherwise, top chord shalt have properly attached structurat sheathing and batten : STATE O s �t
shall have a property attached wield celinp, Locatlans shown for pe.vanent lateral restraint of w6� � �C DL 0 0 0 0 DRWG VACNV1801015
r� stall have bracing Installed per SCSI sections 83, 27 or B10, as aodlcohle. 1pplY plates to each fn�4 • /� -
Q [] ��1I�''� of truss and position as shown above and on the Joint Details, ess rated otherwise. S •60 A% p►•e• •(`� BC LL 0 0 0 0
�M � F Refer to drawings 160A-Z for standard plate positions. rr w• R 1 �
Alpine, a division of ITV Building Components Group Inc shag not be responsible for arry deviation from ^ we•� „e Oe• ��
M1 fTWCOMPANY thus drawing, any faibre to build the truss ti conformance with ANSI/TPI 1, or for harxAiq, shipping, 4 �s(� {G� is TOT. LD.30 50 47 61
Installation {, bradng of trusses, Bi /�A1 Al\`� t
A seal on this drawing or cover pnoe listing this drawing, k llcates ameptance of professional ' Y M L
farimerw,p r.s;nnr _ ".th rely for the f b. msy p.,, Ara Tani Iof� d<'°wi'o tuH"tttA DUR. FAC. 1.25/1.15
13389 Lakelront Drive far �Y Is r'ty of
Earth City, MO 63045 Far' more n,fornntlon see this ,lob's general notes page and these web sttea tat /O 20('r— SPACING SEE ABOVE A.P20 wwwslphwltw&m TPB www.tphst.orgl SBC/v wwv.sbdndustryorgl ICTS wwe.lcciafeorg (/ [ L