HomeMy WebLinkAboutRevisions; Original signed and sealed Truss Package for change of Truss companyG /
OFFICE USE ONLY:
DATE FILED: PERMIT #
REVISION FEE: ap (2)\ OA� RECEIPT
PLANNING & DEVELOPME �* SU
BUILDING & CODE REGULA®?
2300 VIRGINIA:
FORT PIERCE, FL 34=6
(772) 462.1553
APPLICATION FOR BUILDING PERMIT
PROJECT INFORMATION
LOCATION/SITE
ADDRESS:
3234 Trinity Cir
Creekside Plat # 4, Lot 51-- Permit # 2001-0555
DETAILED DESCRIPTION OF PROJECT
REVISIONS:
Original signed and sealed Truss package for change of Truss company.
Permits were from 2017 building code, attached documents reflect 2017 building code
CONTRACTOR INFORMATION:
STATE of FL REG./CERT. #: CRC1327068
BUSINESS NAME: D R Horton Inc
QUALIFIERS NAME: Brian w Davidson
ADDRESS: 1430 Culver Dr NE,
CITY: Palm Bay - STATE: FL ZIP; 32907
PHONE (DAYTIME): 321-953-3162 FAX:
OWNER/BUILDER INFORMATION:
NAME:
ADDRESS:
CITY:
PHONE (DAYTIME:
STATE:
ARCHITECT/ENGINEER INFORMATION:
NAME:
ADDRESS:
CITY:
PHONE (DAYTIME):
SLCCC. 9123109
Revised 06130/17
STATE:
ST. LUCIE CO CERT. #:
I
ZIP:
fi Z
ZIP:
�.
FILE COPY
NMI
NULTI-PLY GIRDER CONNECTION.
ALL PLIES SHALL BE FASTEND TOWTHTHER O)OLTS, NAILS, AND OR SCREWS)
PRIOR TO INSTALATHN AND BEFORE ANY LOADS ARE APPLIED. PER THE
SUPPLIED ENGIEMUNG SHEETS
NOTE,
DO NOT CUT OR ALTER TRUSSES WITHOUT CONSENT 11F THIS OFFICE, BACK
CHARGES WILL NOT BE ACCEPTED WITHOUT PRIER WRITTEN APPROVAL BY OUR
SERVICE DEPARTMENT AT CARPENTER CONTRACTORS 137 AMERICA, INC.
877-293-9487
NOTE,
ALL BEARING WALLS MUST BE ADEQUATELY DESIGNED TO CARRY TIE LOADS
IMPOSED BY THE TRUSS OR TRUSSES, AND MUST BE INPLACE AND IN SERVI
BEFORE THE TRUSSES ARE SET IN ORDER TO AVOID REPAIRS.
Labeled End Mork
Total Truss Quantity = 73
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
FI
General Notes
1) N PmW dad bmm fbt iruaam and ttot
Wdee hone the tap dard pft* Pointed Wean
to be i staled green aide op.
2) Al 6agaa to be Smpom H US26 alms oth in
noted.
3) Y trhw rpaorg is 24' O.C. ulem &a.im
noted.
4) Per Inm Rote km3de BMI-M reoommad "an
pemhaNed X-hroeing *-W be posed a a
nison uspacing 165 Or- aa® the pre, to
be rpwtod at a m.6. of 2O' bNhreah each
X-brace ttrarynd 114 etrrctaa
Remo :=_.
m BC9_1 for ay adKod braaig
dotailL
ROOF LOADING SCHEDULE
TCLL = 20 PSF
BCLL = ' PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
NAND SPD/TYPE—� 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON-- 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Tr s member design& camectorplates
are dee�edd for ASCE 7-16 and �aoun
forces form for ASC p 7-16 nd nmdi rrn
and nays wi>d force resnstrag rygems.
• These truces bave been. reviewed b wuy an
additional 10# psf ma-romorem bottom clard live
load.
FLOOR LOADING SCHEDUL
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPL[FS
ARE SHOWN ON ENGHN]MMG
WAIL KEY
Br-8.
DESCRIPTION INIT. DATE
ar u¢ rncv a uer cam
m cam.. ra yam � cis v avrrn
m many vwarn warns
rm ma ry me ,tar n
tm ar a,wn rtrt ry van ■ wn
as rev. ru rmwroc er® .M enen�
ra nn v
urn aw oomwae ta•s as
N Mw]ea IIeV. 9/Rm l�Rv WO
LOAD/ DESCRIPTON INIT. DATE
un
rcf rwn
aena
v
rev. a.ru ar
vwn
r�
moo rma.� hen
�nmom
tt.nr
rrcv me ® sar
unarm
� I I
Ng --CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. N. W.
WINTER HAVEN FLORIDA 33880
PHONE'
(800) 959-9806
FAX, (863) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECT CREII{SIDE
MODEL 1872/ARIA/4EAB
CCA PROJ/MODEL/ALT
7A5/ 320/167EC/
ALT DESC
OTC
LOT 51A BLOCK
DESIGNER
RFS
PAGE
DATE
3 29 17
IN
t333978R
SC'
1 4 "=1e
I =1 it
Builder:
Project:
Model/Building:
Lot Alt:
Lot:
Address:
ENGINEERING PACKAGE
ID.R. HO.R.T.-ON/STATEWIDE_____
L7A5/32q CREEKS IDE
Jjl�6 7: E C
.......... .................... ........................... I ...............................
JobNumber:N3339
......................... _........
.1....................................................
m
Revision Date:
Unit:
r 0�m
a :5 v
In Omm 0a
n100
�m�
>o
zm
ew Load #: RJ01
CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
A&INEti
March 13,20.19 AN rrW CO'MPAM'
Mt. Bob Michaelis
0bhte'rC- dritractdi'sbf Am6ric'c:l,:.Ihc..
3900 Avepue. G... Northwest.
whidie Hs(Veh,.;'FL 33880-6201
Re: AlternatiV6. ihs'1:6116tions% for 6 single ply carried truss with a width less than . the hanger width, ,and [-
wood. .blbbki . glo: achieve fAl de !go load:Va6eldr faDe-.dUhtod..hgn.ge.ra.tta6hi-n6fit
onaone ply
.supporting girder (Reference d6ta11 WMM2).-
Dear Bob,
For 'a single Ply datried truss with- -a width le'.§t than the han"ger. width you can. prefabricated jack
filler bI6clkihgi.- Tha chard sites-: ch nb� cbhh0b 6 6
scab.truss: for wood... Q�d.grqcles, and t rpM (s) to.
be the. same `as thj� si6g.le: ply".camed truss. . ss. The Prefabddatdd jack scab truss (*):will have a.. minimum
.length of 481' q h.:of-,51.12, The, s hall havo.9 reaction of
and Will have a minimum pq 6 - single ply , truss
r*,u , s s
'3,5001#� or les�s. At'ta'dh'prefa'�'n*c8�te'd',j'*ac'k:"s'.ca"b:t'm" sis'. WAth' two (2*1 ' rows: of 0.1'28. 'x3.07'GiJn Nails at,2"
ro
O..*C..p row,-staggered1b616W). P16�§&,tefer tothd Simoson Strong ji Catalog CC201. ; - 9 page 16' rigqre:.3*for more information..,
Figure'l
F.prasirjgje-ply:- Me'r1hat requires wood blocking to,'bchi0ve.Iull desigri load.valud. for face -mounted
hangers -attach one wood. block to the back. face ofthe ' single ply girder with the:acid
same size a
brade..at'the bottom.- 6.b btd, of the. single -ply gifdbr. The.Vo6d: block [600th to b6.'such IthatAhe'Wdod
blocking. extends to each adjqcent panel points (W61Js- And bo4m. ch6rd intersectiioqs),:. Attach wood
block(*) ,With rowS-46.128'.x3.0" Oun Nails IG..per:row,.staggered, 3.0" applied to the
6766Forum D.�ye Suite $05.Orlando; n..d.p; L.. 32821 - (,80.-
0)-621-9106 2:78685
-www.alpineitwxom
ALPINE
.A_1qaWCOMPAW
single plygirderfbce; With an additional (20) 0A..2Vx3, 0` GunRails of each, panel point appl
ied to 'the.
Wbod. block.fabe ($6e Fiodtk.2 WO*)..PIe.0s6 refer to the..Sirbosdb Strohg-�Tie:G*glog C-C:20.19,
-page 216, Fiouro.Tfor khorb: information.
Figurel<
............... . . ... ..... . .. ... ......... .. ... .......
The application of prefabricated jack scab truss for Wood -fill6r.blocking :or wood blocking -to h achieve full.
design load wilue for face -mounted haMprs most be approved by thehdrdware manufaciUrer. .
All edge -and end: distances, and spa6iholbf all nail connections must be sufficient to OreVent-tpliffing of
Wood. -
If I can.be of any further assistance: or if you have anyquestions please give me a call.,
aso
�Iw
VSTATE
.Williabi H. Krick -RE. ,
A'
'Chief Engiheer, b.'RA
T•
Alpine-an. ITW Company
Enqineering.Pepattmefnt
Oflandoj FL
6750'Fdr*UD&6. SO ite-:306,;O11and6.FL.32821 - (KO)521-9790 - (863) 422-8685
WW.W P. pitw.-cbm
. _ tW ih.
;a
ALPINE
W"Cowftw
Aoril 26,:2019-
Mr. Bob Michaelis
Carpehter'GoritradtOrs of AM''erIC4, ln6.
Avenue'G.i Northwest
,
.
Wirit& Haven, FL 33880-6201
Dear. Bob,.
R6'.- Stirdn'0156ck-bridgitig. on roof. trusses.
I understand'theee. is §oi-hd concern over -our recommendations f6rstrongbafck bridging on. roofArusses,
Sfrorigback bridging for roof trusses is not requireme t p ANSkTPI -2014 n I it 1 mentofthe
..n f or is i. - a requ. re
BUIlding Corriponont Safety lnf6rma66- "'(bbs! But strongback. ; bridging ory roof:trusses is
w..:
recommended by. -Carpenter Contractors of. Amen6a. S,t_p0hgoack bridging serves. the:. following_
functions:
One, bridging align-9 the bottom -chords after they: are.. set ,so.. th6v are uniform. along the ceiling
Kceiling'serviceability
line: and helog.-wit
Twoj bridging reclu.cese6lativ6 d6flection of. adjacent -trusses::
Strongba.ck: bridgind'.does: not: prevent or reduce overall individual d6flecti6h, espe6ially any r66ftedsg6s!
... ... .. .... . le in an 1/4' inch.
-- ----- ....... ............ ... ........... ..
Sir.ongback bridging in roof. trusses does not serve . a s terh poirary.. or permanent brpPing %.and is, not
.intended tb..distribute . or share design loads. beoveerl trusses. Consequently, no design loads have`
,1peen accounted for -With this. detail and continuous - s'tr6hobac k.bfldg1hd c;hodld. not 156:attaiched between
common and girder trusses. The. use :of strongback bridging` shall hi ot. interfere With other- design*
con�;iclefatibh,s as specified . '. . :by the . Engli . he6r"d . f - Record or the Buildin6b�'sign,er.
The outer ends of siroogback bridgin shall be attached: a wall or anotherzecure end. restraint; or
.0 . . P.- . . .. . . � S
ap..sppcifiedt the Engineer of R66&d 6r.thd Builclino..136sidihdr.
Y
't
Sfrdhgb*ack- bridging -shall. be minimum of 2X6 riorbinal lumber oriented with the depth vertical.. Attach
with (3), 1.6.d :common --.5" . . a� . each intersecting � j member. When extending the.
.—Mon nails (0.16T.x3 ). nq.11s ' t: , .... . ...
. -j
�strohgback bridging overlap by at. a.minim.pm 0. two trusses. The.Jocaltion: ofthe.strongback bridging.
maybe specified :by -
specified the Manufacturer,. Engineer of Record,. or Building Designer: Please' refer-:to-
Y.
bC"Sj `StrOngbacking'Provisions` orto,Alpine: ZTk8R-1Bk. 1,014 deiii'l for more. in.f6ri-nafion. The, grcIphidl
,§hoWh -(FigUr'e'_.-1) is fdrg e'no-ricliluWdilve purpose only.
67.50Forum Drive:8uite3O5,0.rlando,FL3282-I.-,(800)521* 790:-(863)422=8685
vuVuuU:aipineitycorn
Q
ALPINE.
A."fflvrA.iW
i UA:.S. AGt :Its 11colel
Figure.l.
If Lcanbe of any further assistance' or -if you have any ciuoifions pie -se,give me a c6ll.
2-0
Wilibm, H,,Knck KE'.
Chief* Engineer
Alpine an ITW:.Company
Engineering Depaitrrient
-Oeltfn.do,. FL
-676.0. Forum Wive Suite.395, Orlan'&,'FL 32821 (800) 521-9.790 - (8153)422-m8685
-S TRI IN G-BACk' BRIDGING
BUTT STRONGBACK
:BRIDGING TOGETHER
41
'0.r ATTACH SCAB WITH 10d:BOVGUN
4! '_V Rx . 6. RAIL.S.114".2. ROWSAT
SCAB' 6. D.C.
p NDT-.'IN LIEU, OF- SPLICING AS SHOWN,
LAP* STRONGBACK-1RIDGING MEMBERS-
FDRAVLEAST ONE TRUSS.SPACING
T. RONGBA.CK BRIDGING. 'SPLICE DETAIL
STRONGBACK BRIDGING- ATTACHMENT ALTERNATIVES
AN rfWWMRW
.13793 -Rivi*4 Me
SO, q 200
Nyland Wghts. MO 63043
or
veb
RECDMMENDATIDN.S
is All scabr.on blocks -shall, .)3.e: cx. minimum_`2x4.
'stress graded .lumber;'
MP -AIL -strqn9back bridging and bracing shall :be .a.
minhUm 2x6 'stress' graded l,VHbL:ii,.1
0-The purpose of s-tron6back brld6lhg 1s: to
develop 'load sharing b6tween* IndliAdUbA trusses,
resulting In an -b%i&raL[ Ih&e6Lqp- In -the
S't10nessr.:of the. floor. system; -2k6,
str-ongback b6dging, positioned. jois-. -.s.hiowin' in
details, 'Is' recommended at 10' =0'.' o.c. Kmaxl>
bp--Th.e terms 'bridging' :and :'IN^'6cihq*" :are some -times
mistaken( -.aelhs an .
Y: �usecllnt*e'rchangeabt�..`�Bt -
I'
Impprtont: structwiat tweqoIret4ent. bf :any fto&-
or roof sy . s.te . M, Refer' to . the: Truss. Des. Igh
zrawIng UDD) f or "the; :bracing rL*.quW,'6m..ents for
each IndlVid0at .truss component, 'Bridging
;`
I partIcLitarly 'strongbq6k-':brIdg!i?g'*.Is- a..
recc5mmiehdatldh fp.r 'a' tr.;u:s..s- :��ystRr --to.help
control .vl'bratloh. In: addition': -tb-aldIng.. In the:
d1strIb'UtIon of point lbads bet;V066 adjacent
truss,s7t.r -to reduce
-ongback bridging serves�
NG
4TS
rd
ri 05�ts)
14 Miiw
C: Pew
bounce. Or r..esldual vibration: resulting: front
moving jJQjht loads, aueh as footst.eps.
The Oerfor*mance. of 'all I floor systems -are
enhanced by. the. lnttattiat..ion
bridgIn and -ther'elfor6:1s. strongly recommended
by Alpine,
For additional 1nfdt,*M6ti6h i,�ebqr�dlng -strongbac*
bridging,. ret -'-VOSI <BU*Ildl�
9 -P . 9. Component
Safety, Information).
M
a
V—
It LL:
4 .. PSF
REF
N6. �08.61.
TADL PSF
DATE
DIRWE
11C M PSF-
qf-LL
Y
ETA ITIE. F
LI), PSF
0
PAC, 100,
lk I
�aa; ...sblr�!l.t�.�r `psi:•. DETAIL
'TF . JsLL7 i f : 1!�J 7ZO t i:i x t . -lFx flTfiG,. MORE
,iFJE•— BE R t�d��...t1.b1 fil+�G�i�. �`F#lJsst%. SMAING
.. �° c- N f3 � 1 F Qirc{ ':l?1J .:':TCk::I�PP `F - • 1,t3C�`i : ,' I rs iCA {il iV• �.ir�T�AI�kL..
&ROV
IT
I ' .PPPGRF'TA ` -01THER DATA . ,ii l ::pJ4, -'GAX -IMUR
�9�::i.�{��i��.A� ALottS nod:
,..
}lYt{t.SFrt?: t ie i'1�ft ` .:. .. :Nl :. tlil tl #a, 1 -. i ,l: Q ;LkH[ R:
14), t " ` ' TO. 0STtFI is p`
bd 2.-,& t,sf I ii'g!'' l 3rc i •p'! N J
back 38 i
I�
. . _. wW-.r..w..ww...,.��..uo..i:.a • C-LE ,:RSPA
NONEa
Cp
�jor n,
AR
l
4
Cracked or Broken
This drawing specifies repairs for a truss with broken chard
or web member,
This design Is valld onlyy 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. i
Contact the truss manufacturer for any repairs that do not
comply with this detail,
(B) = Damaged area, 12' max length of damaged section.
(L) = Minimum nailing distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Apply one scab per face,
Minimum side member lengths) _ (2)(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
Nall Into 2x6 members using three (3) rows at' 4' oz., rows s aggereol,
Nail using 1Od box or gun nails (0,128'xV, men) Into each side member,
The maximum permitted lumber grade for -use with this -
detail Is limited to Visual grade 91 and. MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detall may not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any tle-In loads.
s•
L L low
a
�Typlcal
+ O + o + o, + O
0 + O + 0 + O +
Sr
tagger
+ = Back Face 10d Box (0.128' x 31, min) Nallsl
o = Front Face 2x4 Member - Double Row Staggered
2x6 Member - Triple Row Stagqered
Nail Spac(ng Detail
Member', Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Member!
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12'
620#
635#
730#
6004
Web Only !
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975# 1
1055#
1495#
1745#
Web or Cfcrd
2x6
1465#
15654
2245#
2620#
Web or Chord
2x4
30
1910#
19600
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web_ -_or Chord
_ 2x4__-36'
-
2470#
2530_# _
_2-930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
5225#
5725#
Web or Chord
2x4
.4Bs .
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
WhImun L
L ➢Istarce 1 g
Nlnl r
L bktnnee
aIWVitTANTIa sHTinaADRA1➢6 ul4AWLL crol OR)tCnTTtlf*d INCLUDING TNK WTALLERS, REF MEMBER REPAIR
Trusses require eNtrens care h fabrleatlno, handling, ship Installjr'�p and tradno. Refer to and
fottow the tatert edMan of ItCSI awldhQ Cor*wwnt Safety ��' 9rnatkn,;by TPI and ZSCA) for safety DATE 10/01/14
praelks pr)ar -to perfarnlnQ these functlanc. Installows shall provide femporery �braatn per 3CSI.
aMe:: noted otMrvlae, top chord shell have properly attacMd structwal sheoih g ant�botton 9nand DRWG REPCHRD1014
shall have a properly attachedHold acht,�y,, Locations shown for pernanent lateral restraint of robs
AbiO
r� shall have brockig Installed per =1 sectfau: 113. 77 or 330. os oppUdatir, Apply plates to each face
of truss and position as shorn above and an the Jo1ni ➢,toss, unlless notes athervlse,
Mfor to drarinpi 1LOA-Z far standord plot, pesltlon,4
Alpine, a dHlalon of ITV luldho Components Ore Inc. shalt not be rroponsible fore devlatbn from
AN RW COMPANY tNs drawing, any falturt to bulid the truss M con�oenancr rtth ANSI/TPf 1, or far )and Q, shipphQ,
hrtaNatl0n this
drift Df or cove
A senl'on link etneYq x cover poppee ILatYp ihls dreaF,p, hdlmtes aeaePtaehet of profrssJond .
angtne rb resporuNlk solely for imr drsyn shorn. The adtobelty and use of iWa drattno
1333O Lakefront DdV@ for 011y firuC' @ Is iM rnpWloUlty of Vw MalthS DeftMer per ANSI/TPI I Seed.
Wit cRy,M003045 for mare lnfornatlan set this job'e general noter ppldpr and these web slt►s, SPACING 24,0' MAX
ALPIND new,►Iptneltwdomi TPL vsr.tplrrt.arQJ =Joyw*.sbeln ustryurg) ICa wwwJccsafe,orQ
VALL [NO -A. OIOGIPETAI.
d6w.n Plitot 9r, AX*4i ICKINGr
TRV$S-
4r 6t pr
T.RLFi§.RJUN oER VALLEY -FRAMING
-50411L MSPP si-Al
VXLLEti` RA P..OR RIDGE
Purtrng
Staapars cm
'de b&ir
+CrJp4Ieb--41-DIYIdr.30 psf (TI) gUid 26 p vf (.TD).max,
Witt* thO
t6LVIpOte feektiorls Ore
"PARALLEL Tb, �ALLEY RAFTER
8F_dilm cuT-
Rludg
BOARD
axi)
01VAPRY
PAIR,OF
-(w6arq
THIRD,
, LEI
V 'AL
A o0V PLA- N-
bymiers)
7-
C.
4. 10&nillt
3.
Cil'
P0
ch)risha4. 01ng
"ttdet&two.7x6 steepem'
426U064alk
S.
-S[eepa W.blui,
4*16dtd&ftIIs
3 led tdgnsUs,ea.ch sIaep.er.N:truss
bldck
4 164 toe-niUs
bXtr.Wes-
416d-t6gYAIIjI5
S l6d-tO'.e. ripjls
..ARE USED)
.13.
:q6llkrWafrl tb-Ta*ftdt
4 16d'tQt-n8II$.
NAILS
ld'gdjurn -�.:�qx
"04HIft Wqth a gm
of 64 jija rAjj'Q"ydS; .(hIdUqfVVfi4thfi6'Ihtd 10 _qjrr4waq
gi*%dktr.jpp(%,4'a
face
e dte bFtafter,.
0)6n wshafropermuvAti er 9f. rwis are
4ni6ifI'6f0PjkdiViUkdef rafter I(Steepemaremat upqd,,
tiking under or pptas
�JW ifK".y.ajj Dy K e!.qtit; 14- 11 ria 1110'
n?; N09 y1m
-Max(mum Mog 'N'Iff be!ght; ;,q:("t �6knm6n* iyWhatig ufflfss1.
gn
140 mph,.Endosed, Cat 11,
mph; £taclofed,i!xp 0; 161.1.0
'to.sty
!(A)* 0)
Ni
T. Ir t' U Wtv �A�iwcl ligm 3 b 40 54 RE P
M-0 W211411 -.UtTfg,
-TC DL- 10 ZO 7 DATE 10/9'1/14
faw 4hf.. Icilist 4=--.;fMM- ILV C&, '*fft. V�. 4vy P . P iu. 'i
b
k4X 0 M-' ".Orop.Y. kietcifta- per.
k IkC 15L 0 .0 0 0 ORWO -ACNV-IL801 15
. v " iavn .6 0
. FWIt4AT
P.W.P.w.;p prnt t
era .3Fd..Jdn
j
='I! 11:4. 51M
Be. LL 0 .0 0 0 P, WA-Z ww TdT. WJQ 50 4.7 61
9p6w- a kv6m of ii-� & k-r- de . ... .. .
RW qtb:;A��- Q -b�- 11 C=wWarn %I,'.`r. 0 ROP *';& .. '
am. "' A/
of:
mr>
-for Vw.
cone!Ah.-k ABOVE
xell, .1104tw. 0C.4. 4M. PI-0, X0. *OA:4�o
Simpson.Strong-U66 Wood Construction Connectors $IMP$ON,
"Va
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart
a .._ .,�
r , _ .......
e
r_:r . •
Min.
- ,_ , �, ._ . ;, ,
(14) 0.148 x 3
, m„ _ -„_ . .- .a:
-
..
'0
,.
1,660
..;
1,805 ,301,425 .,55c5I 1,05
IUS2.56/16
- 2 /s
d
16
2
Max.
(16) 0.148 x 3
-
7€)
1,805
1 805 1,805 ' S55 ' S55 1,555
c�
C
21/z x 16
MIU2.56/16
• - 2s/16
157/16
21/z
-
(24) 0.162 x 31/z
(2) 0.148 x 11/z
230
3,455
3,920 4,045 2,970 3,370 3,480
C
p
U314
✓ 21A6
101h
2
-
(16) 0.162 x 31/2"
(6) 0.148 x 11/2"
970
1,945
2,205 ( 2,375 1,675 1,895 12,045
U
L
HU316 / HUC316
✓ 29/16
141/a
21/z
-
(20) 0.162 x 31/z
(8) 0.148 x 11/z
1,515
2,975
3,360 3,610 2,565 2,895 3,110
IBC,
-=
2'h 18
MIU256/i8
+26
17�as
21/z
=
(26}1&2x3Yz
(2)014�1$x1'h
230
3745
4D4j40a153;220g38034$Q,
LA
x .
HU316 ! tiUC316 g
! ' Z4116
,44Ja
21lz,
„`- ,
(20} p 162 x 3?lz:,
, , {8) p 1?t8 X 1,'jz n ;
,1515
-2 975
3;360 3,610 2 565. 2;895 33114
J
21h x 20
MIU2.56/20
- 2s/6
197/6
21/z
-
(28) 0.162 x 31/z
(2) 0.148 x 1 Yz
230
4,030
4,060 4,060 3,465 3,495 3,495
a(D.
7-77777
1hx22:
to 26
MIU2 b6/✓
2 h6
i..
)
( 191,
�;
2 /s
-
(28} 0 i62 x 3
1
(2} 0 x20,1 1 h
230
4 30
�Q
}
4 06 0 4 46065 3 495 3 498
N
•O
..
. _
E2s
x to 26
to
29/16" wide joists use the same hangers as 21/z" wide joists and have the same bads.
�
U
MIU312/5
3 f1a 9'hgk
2'/z
: -
(16) 0162 X 3'h,
{2} 0.7:48 x 11/z
230
2 305
2,6,1 2 820 j�98012 245 2 425
3x91h
HU2102.,HUC2 02
✓ `�;3�?/a 81
21/z`
Max,
11
: (18) Q 762,x 3z"
(1A){)148 x.3�
:5r
2,6$0
3,020 j 3,25,0; 2 305 2,605,'2 8004
IBC,
MIU3.12/11
- 31/a I 111/a
21/z
-
(20) 0.162 x 31/z
(2) 0.148 x 11/z
230
2,880
3,135 3,135 2,475 2,695 2,695
FL,
3 x 117/a
HU212 2 / HUC212 2 '
- 1 s
✓ °^ ° /a "'-10 /16 ..
2 h
Max.
1
(22) 0.162 x 3 h
-00)'0:148xT-'
.,r.. ,
3;275
r.
31695 3,970 2,820 180 42c
LA.
iHU3:25/12/HUC3.25112
• �_"3'/<13i¢`
1!
- ...
(2 4) 0.162 x 31lz
{12) Q 14$ x 3
, €
3 570
.4;034 4 335° :3075 j 3;47Q' 3 735
HU3.251161
3'/a 13i3/ia
2Jx
Min.
°(24} 4 62 x 3'/z
{8} 0148 x 3 -
1 l 1l
2,575
3 36Q 3 610 2,560 2,$9,0 3105
-
1 UC12W16
..
L- �
x,
�,(25) � 162 x 3'!z R
..(1�) 0148 X3 _':
� �
3,870
4�65 j 4,695'3;330 3;755 �4 040��
31%a glulam.
HUCQ210-2-SDS
•
j a'/a ( 9; _
3.
-:.
(12)'!a' x 211z" SDS
(6} %" x 21h" SD8S'
2 '
„ 1.�
1�, 6 I 1 j€1G(1, ? iU , ,7}r1
FL
`HGU.2.25110 '°
•'
31a 85A'',
x 3'!z
; (16)0;162 x 31h:k,
4,095
9100
91}00 ,9,100 I �$25 7,$25 7825
IBC,
HGUS3,25/12
• `
3?la, 105/e
4
666.162,x.3?l
(20}10,162 x 31/z �';
5 040
9;400
94QQ 9 400 $r0$5 8;085I $,0$5'
FL
LGU3:25=SDS
.,3?lg ";8to30
41h'
°=
{16)'la x211z_5DS,(12)?la=X21lz.SDS
5,555
6,720
7,3it 7 1,< 4840 5.2tt 15,265
HHUS46
•
- 35/a 1 51/a
3
-
(14) 0.162 x 31/z
(6) 0.162 x 31/z
1,320
2,785 i
3,155 3,405 2,395 2,715' 2,930
31h x 51/a
HGUS46
- 35/e 47/i6
4
-
(20) 0.162 x 31/z
(8) 0.162 x 31/z
2,155
4,360
4,885 j 5,230 1 3,750 4,200 4,500
IUS3.56/9.5
1
1-1- 3% 91/z
1 2
1 -
(10) 0.148 x 3
-
70
11,185
11,345 1,455 1,020 11,160 1,250
MIU3.56/9
• I I Ns 81-6
21/z
-
(16) 0.162 x 3'h
(2) 0.148 x 11/z
210
2,305
2,615 12,820 1,980 12,245 2,425
U410
• •
• ✓ 3sti6 8a/a
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
2,015
2,285 2,465 11735 1,965 2,120
HUS410
• •
- 31A6 815/6
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31/z
2,990
2,125
2,420 2,615 1,820 1 2,070 2,240
1
HHUS410
0 6
- 3% 9
3
-
(30) 0.162 x 31h
(10) 0.162 x 31/z
3,565
5,635
6,380 E ,445 4,845115,486 5,545
3 /z x 91 z
HU410/HUC410
• •
✓ 3sti6 85/a
21/z
-
1 (36) 0.162 x 31/z
(12) 0.162 x 31/z
3,235
7,460
7.460 7,460 6,41516,415 61415
HUC0410-SDS
• •
- 3sti6 9
3
-
(12)1/a" x 21/z" SDS
(6)1/a" x 21/z" SDS
2,265
4,500
4:500 1 4:500 3,240 1: 3,240 3,240
HGUS410
• •
- 35/s 91fi6
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
91100
9,100 9,100 17,825 7,825 7,825
IBC,
LGU3.63-SDS
• •
- 3% 8 to 30
41/z
-
(16)1/4" x 21/z" SDS
(12)1/a" x 21/z" SDS
5,555
6,720
6,720 6,720 14,840 4,840 4,840
LA
MGU3.63-SDS
• •
- 35/a 91/a to 30
41h
-
(24)1/a" x 21h" SDS
(16)1/a" x 21/z" SDS
7,260
9,450
9,450 9,450 1 6,805 j 6,805 6,805
46 See footnotes on p.150.
Simpson Strong -Tie' Wood Construction Connectors
THA/THAC
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
oSee Corrosion Information, pp.13-15.
C1 Installation:
d
Use all specified fasteners; see General Notes.
C The following installation methods may be used:
U
N Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
f= Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
. Y R-- .__the--THA29,-nails used for joist attachment must -be -driven at -an • -- -
a 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
entirety below the header.
• Face -Mount (Max.) Installation — Install face. nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
35/a" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
131a' for
THAC422
for
422-2
426-2
011*'THAC422
Face hails Top nails
per table per table
13/4,typical
21/z torTHA422-2
andTHA426-2
THA418
h2=449
hw 2t��
THA29
Double 42— 2face nails
Use full table value (total)
Single 42—tea 4 top nails
See nailer (totaq
Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of heads
® Double -Shear
Double Nailing Dome Double Shear
Shear Side View; Nailing Side View
Nailing j Do not (Available on
Top View j bend tab some models)
'14� 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
lypluc i I nrlca
Top Flange Installation
:er to
tnote 5
p.187
86
THA/THAC
Adjustable Truss Hangers (cont.)
P.
E
These products are available with additional corrosion protection. For more information, see p.15.
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min.
top flange are based on a single 2x carrying member; all other top -flange installation bads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1 1F2" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value fo'r 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
Simpson Strong -Ties Wood Construction Connectors
Face -Mount Joist Hangers
�G��1@ERfO
W
�j
6
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, ragging from fl ie light -capacity
LUS hangers to the highest -capacity HOUS hangers, feature
innovative doubt; -shear railing that distributes the load through
irvo points on each Joist rail `or grea_er strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See, tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
No£desig'nda F& welded or nai1&`appTicatidns:
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. r 2x's
1'A for4x's
-: H
z
p
r
�w B
LUS28
61
H H US210-2
HUS210
(HUS26, HUS28,
and'HHUS similar)
I --251e"
TO HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
19
Simpson 'Strong-Tie®'Wood Construction Connectors $IMP$ON
"b
Face -Mount Joist Hangers (cont.)
i
HGUS28
69AB 12
1 %
�
;Li1S210
NUS210'�•
j 8a/e�=; 46,,=j�;
1$ls
HGUS210
89hs-= 12
151a.
O
1. See table below for allowable loads.
ci
N
N7777
i
Model
ZZ
LUS24 ;
i
LUS26
MUS26
HUS26
�?
-ur'ucnc
EDThese 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
I with Strong -Drive® SD Connector screws.
See pp. 335-337 for more information.
1165 1 865 1 990 1 1,070 1 1,355 1 1165 1 935 1 1,070 1 1150 1 1,475 1 865 1 635 1 725 785 1,000 1 IBC, FL,
I M "t Ana, 1 _kkh ' ri" `°'�"al OPT ';.a 1 4n� 1 .riAn1 't!f'P�, (l 11 1 ` ° *.n4n t<t4rA6, i tS6 LA
1,320 1 2,735 1 3,095 1 3,235 1 3,235 1 1,320 1 2,960 1 3:280
LUS28
1,165
1,100
1,260
1,350
1,725
1,165
1,195
1 1,360
1,465
1,73C;
WUS28.�
t,??,2�
,1,730
1,975'
2,725,,'
2 25
�i 3� _ ".'i
875 11
2,255
"2jcf�
HUS28
1,760
4,095
4,095
4,095
4,095
1,760
4,095
4,095
4,095
4,01 1
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
.�13��:-'
_
d,a3�:
,�5,'�0,.
HGUS210
2,090
1100
i ,100
. ;`t�0
9100
2,090
, .(i{;
3 il^
9, ,,:,
9,1i)il 1
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
2,350 1 2,660 1 2,780 1 2,780
60, ; , 3,225 ° 3 61I0 °::3,$70 , t3;985!', IBC, FL
865 810 925 1,000 1,270
1.1 aC 1,270 1,455 i;575 1�5 IBC, FL,
LA
3,520
3,520
3,520
3,520
s.ta7,?
3,820•,
3,915
4250'.`
IBC, FL
985
1,120
11215
1'500
IBC, FL,
2,330
2,45
> 5�F
8
LA
6,340
6.730
6:730
6,730
1 KKI FL
Acute
- side
apecify angle
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
0
z
z
a<
2
0
0
w
F
G
z
O
Q
z
0
Lo
7
rn
b
O
rn
0
N
U
LE
94
LUS/M US/H US/H H US/HG US
These productsare available with For stainless Many of these products are approved for installation
Is additional corrosion protection. steel fasteners, @ with Strong -Drive® SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Double 2x Sizes
HHUS26-2 I 45A6 1 14 3-1/1s 5% 1 3 1 (14) 0.162 x 31/z 1 (6) 0.162 x 31/z 1,320 2,830 13,190 13,415 1 4,250 11,135 1 2,435 1 2,745 12,935 3,655
HGUS26-2 I 49A6 1 12 1 35/i657/s 1 4 1 (20) 0.162 x 31/z (8) 0.162 x 31/z 2,155 14,340 14,850 15,170 15,575 11,855 13,730 14,170 14,445 4,795
IBC, FL,
LA
LUS210-2
67116
18
31/a
9
2
(8) 0.162 x 31/z
(6) 0.162 x 31/z
1 1,445
1,830
12,075
12,245' 2,830
1:245
11,575
11,785
11,930
12,435
HHUS210-2
8%
14
35/16
87/a
3
(30) 0.162 x 31/z
(10) 0.162 x 3'/z
3:550
5,705
1 6,435
1 6,485 1 6;485
1 3,335
1 4,905
5,340
1 5,060
I 5,19rJ
HGUS210-2
89/1e
12
35/a
9-A,,
4
(46) 0.162 x 31/z
(16) 0.162 x 31/z
1 4,095
9,100
9,100
9,100 9,100
1 3,520
7,460
1 7,825
1 7,825
1 7,825
Triple 2x Sizes
HGUS26 3 a".
'4'a/1c
12
41S4i -5'h
,:4
:(20)O f6�x3?l''
(8)0.162X31/z
}2; 55
4340
4850
a5�70 5;575
1855'
3730
41?0
,4;445
4,795
IBC, FL,
HfiUS28=3 =
6131is
12 ,
4?sls 71Ja
'd
{36) 0162 X 3'lz
(12) 0162;x31h
3 235
7,46Q'`
.7,460
7460 7,460
2780::
6,415
64i5
6,415
6,415„
LA
HHUS210-3
83/e
14
41%6 87/a
3
(30) 0.162 x 31/z
(10) 0.162 x 3Yz
3,405
5,630
6,375
6,485 6,485
2,930.
4,840
5,485
5,575
5,575
FL
HGUS210 3
813/a
12
415/s 91/a
4
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
91100 9,100
3,520
7,825
7,825
7,825
7,825
HGUS2123
jOsla
12
4?.�/ts 103Ja
,',k
56)01E2X'311z
-
'', (20}0:162,x31h
5,s01l"i�
_
„Q`
t ftt
Y'
t r J
i
IB.,C, FL,
LA
Quadruple 2x Sizes
nuuoeu-w a72':iOcY-37z =,tag .hasu 4,oau a,icu o,o€a 1,aoo o,rOu 4;,aru, +,44,a , ,aao; IBQFL,
n
HGUS28-4 7112 69& 73A. 4 (36) 0.162 x 31h (12) 0.162 x 31/2 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA
/4
HHUS210-4- 83/a 14 6'/a 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
4x Sizes
FL,
LA
IBC, FL
LUS48
43/a
1 18
1 39A6 63/4
1 2
I (6) 0.162 x 31/z
1 (4) 0.162 x 31/z
1 1,060
11,315
11,490
11,610 12,030
1 910
11,130
11,280
11,385
11,745
1 IBC, F
HUS48
6'/a
14
39A6 7
2
(6) 0.162 x 31/z
(6) 0.162 x 31/z
1,320
1,580
1,790
1,930 2,415
1;135
1,360
1,540
1,660
2,075
LA
HHUS48
61/z
14
3% 71/s
3
(22) 0.162 x 31/z
(8) 0.162 x 31h
1;760
4,265
4,810
-5,155 5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
6716
12
35/s 71A6
4
(36) 0.162 x 1/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
HGUS412 1 107/is 1 12 35/s 10311s 4 (56) 0.162 x 31/z (20) 0.162 x 31/z 5,695 9:045 9,045 9;045 9;045 4:900 7,780 7,780 1 7,780 1 7,780
HGUS414 I 1177tie 1 12 1 35/e 127/i6 4 (66) 0.162 x 31h (22) 0.162 x 31/z 5,695 10,125 10,125 10,125 10,125 4,900 8,190 8,190 8,190 8,190
Double 4x Sizes
IBC, FL,
LA
FL
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21/2" nails in the header
and 0.162' x 31/z" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1 ?h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Tie® Wood Construction Connectors
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/a". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/z" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/a" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
N
Finish: Galvanized
L
a0..
Installation:
U
C
• Use all specified fasteners; see General Notes
C•
Can be installed filling round holes only, or filling
V
round and triangle holes for maximum values
N
• See alternate installation for applications
i
using the HTU26 on a 2x4 carrying member or
F
HTU28 or HTU210 on a 2x6 carrying member
-a
for additional uplift capacity
p.
• HTU may be skewed up to 671'12 See Hanger
<?
Options on pp. 98-99 for allowable loads.
w
• See engineering letter L-C-HTUSb 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.
13u,
HTU26
1., .
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger CUap
Single 2x Sizes
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
a
tl l=uza (Max.f..
HTU28 (Min.)
i.' o,?zn
37/8
1 !a.'
15/a
o_hs
71A6 31/z
': {�ui u.1ufi-.x a'tz. ,1Gui u.14a x t xz
(26) 0.162 x 31/z j (14) 0.148 x 11/2
1,agq = t y t�`
1,235 3,820
rrti,-r{�,.
3,895
_.
3,895
^U iu ,i;.� �
3,895 1 1,060
; /,a0v; x,0uu-r
2,865 2,920
° 3 "H11
2,920
'2,sIuy;
2,920
IBC,
FL,
HTU28 (Max.)
71/4
15/8
71/16 31h
(26) 0.162 x 31/z 1 (26) 0.148 x 11h
2,020 3,820
4,315 -
4,655
5,435 1,735
3,285 i 3,710
4,005
4,675
LA
NT{J21i)`(Min)
3Ja° °
=9ti6 '3*h .
'. (32) 0:162 X 3*h°,'..(I i),0.148 "x"711
;1,330 ,3�
3:225
HTU2i0(Max:)-, 91/4° 1la, -9y/1g .3'�?° '{32j a:4 2X3*lz;={32)0148X„,,"h', >3,315 = 4,70 ,5 1f� � ° 5,995, °2,850"; .4,(145 *;5�5 :4 1)r1.&
Double 2x Sizes
2 (Min,).,
t
H71J26-2,(Mait )• ; 51/2
e,
351is
,
5''Vi d3?/7
*Iz
,01482,090=,
(20) 0.762.X 31h ; --_ (20) 0:148k, 3 ,
•2,175
2HTJ26 ,255 •2 a65,
HTU28-2 (Min.) 1 37/a
3-1/1e
7% 31/z
(26) 0.162 x 31/z 1 (14) 0.148 x 3
1,530 3,820
4,310 4,310
4,310 1,315
2,865 3,235
3,235 3,235
113C,
FL,
HTU28-2 (Max.) 1 71/4
3-5/16
71A6 31/z
(26) 0.162 x 31/2 1 (26) 0.148 x 3
3,485 3,820
4,315 14,655
5.825 2,995
3,285 f 7i "
a, 4 1'5 ° :,.541Q:-
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between %" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie® Connector Selector" software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
S. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information:
96
Simpson Strong -Tie® Wood Construction Connectors. . $IMP$ON
HTU
Face -Mount•' •
Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
HTU26 (Min.) 37/a 1 (2) 2x4 (10) 0.162 x 31/z (14) 0.148 x 11/z 925 1 1,470 1 1,660 1 1,7.90 i „875 1 795 1 1,265 1 1,430 1 41,510 1,615
HTU26 (Max.) 51/z 1 (2) 2x4 (10) 0.162 x 31/z (20) 0.148 x 11/z 1,240 1 1,470 1 1,660 1,790 2,220, 1065 1,265 1,430 5'0 1,910 IBC,
Hnr��rneaVa =->;_ �4r.�_ ��rn�F r�nl,rrj��.v�1ir�Finiaa-�..1•,i,� �mraznal,:�aan,.,;�a�.�e ••��»�r� �.�`ian�;:• n,sa�..� ���n.1�,���� , ��_r�€ra'� � 3a�-..
FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1/z".
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
HTU28 (Min.) 31/a 15/a 711Ae 31/z (26) 0.162 x 31/z (14) 0.148 x 1 % 1,110 3,770 3,770 3,770 3,770 955 2,825 2,825 2,825 2,825 1 FL,
LA
HTU28 (Max.) 7% 15/a 71/+a 31/z (26) 0.162 x 31/z 1 (26) 0.148 x 11/z 11,920 13,820 4,315 4,655 5,015 1,695 2,865 3,235 3,490 3,765
Double 2x Sizes
HTU28-2 (Min.) 37/a 3-A6. 71tia 1 31/z (26) 0.162 x 31/z (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 .2,985 2,985 IBC,
HTU28-2 (Max.) 71/4 35/ia 71f a 31/z 1 (26) 0.162 x 31/z (26) 0.148 x 3 3,035 3,820 4,315 4,655 5.520 2,610 2,865 3,235 3,490 41401 1 LAFL,
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. Uprift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/a" and 1/z", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 6.148" x 11/z" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Tie® Wood Construction Connectors
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/16' or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an `X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete a!id 1/4' x 234': Titen 2
screvds (Model T TN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn .
lumber or Ei VP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/16"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 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
3/16" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/a" is required as shown. in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 1 1h" is DerM tted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
er1.1
yea min
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.
Model
No.'
3
Fasteners
r (in:)
a allowable'Loads (DF/SP
GFCMU -
Concrete
Standard
Concealed
GFCMU
TitenP 2
Concrete
Titene 2
Jolstd
Uplift
(160)
Down ,
(100/125)
Uplift
(160)
Down
�(10D112
HU26
HU26X
(4)1/4 x 23/4
(4) 1/4 x 13/4
(2) 0.148 x 11/2
335
1,000
335
1,545
H1728
HU28X"
{6} ?/4 X gala
(6)1/a'z' 13/4
..(4) 0.148 X 11h
'� 545 -
1,500 ',
,=
760
�;2;466
HU24-2
HUC24-2
(4)1/4 x 23/4
I (4)1/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26 2 (Min.)
HUG26'2
(8) /a'X 23/a
(8)1/4 z'1 a/4
(4} 0.148 X 3
760
, 2,066
760
3,200
HU26-2 (Max) �`
HUC26 2 '
(12)�1/ x 23/a
'_ (12) ?/4 X,13/4
(6) "0.148'x 3
1 135
3,000
T;135
Qa 3,950
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23/4
(8)1/4 x 13/4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)1/4 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
ull?nticn /EdU1 -
"'/NM 11.+13/. ,'E
}}
HM 1Laa 3l.
"./A3 n9A4.79n„
r1 Gnn-'.
7Fn"
Or
HU210
HU21 OX
(8)1/4 x 23/a
1 (8)1/4 x 13/4
(4) 0.148 x 11/2
545
2,000
760
2,415
HU210-2 (Min)
. NUC2 j0 2 (Min.) ',.
(14)1l x 2314 °_'�
_(14) 1/4X'131a(6)
0:148 z3
1135':
3,500: ,
1,135�4
920
HU210-2,(Max.) _
- HUC210 2 (Max) y
(18)1l4 x 23/4
(18)1Wk 13/4
{10} 0148 x 3
1,800
4,500
1,800
5 085
HU210-3 (Min.)
HUC210-3 (Min.)
(14)1/4 x 23/4
(14)1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)114 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
H0212
''HU212X - °
(10)'✓a x-2314 ',
(10} 4�x13/4 -
'(6) 0148 x.11h
;1135 . '.
2r500 ' =.
1,13.5
2,665"- '
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 23/4
(16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/4 x 23/4
(22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
:
,HUC213Min
`
3/H
4423{M
(6),8 z8
1135
4,000�,
1=,130.7U2
HU212=3(Max.)
HUC2i2=3�(Max.)
(22)1/ax2a
(22j�/dx:13/a -
(10)0.148t3
7800
',' 5;085`
4,800
5085:, ".
HU214
HU214X
(12)1/4 x 23/4
(12) 1/4 x 13/4
(6) 0.148 x 11h
1,135
2,665
1,135
2,665
HU214-2'{Min)
HUC21'4-2 (Min.)
(18) 1/4 x 2Y4--
:` (18)'1Ax13/4 �.
- '(8) 0.148 x 3
�j 515 ` `,,
4,500, v "
1,515
f 5,085
00214 2 (Max.)';a
° HUC214 2 (Max.) .
{24)1/a x 2a/4
{24)'1/4 X°13/a
(12) 0.148�x 3
2 015
5,085,
2;05
5,085 .
HU214-3 (Min.)
HUC214-3 (Min.)
(18)114 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)114 x 23/4
(2 4) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216"
HU216X ;
(18} 1/4x ?3'4 '
{18)?/a X"13/4 .•
e ;(8),0.148 x 1 �k.:
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)114 x 23/4
(26)1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216-3 (Min.)
HUC216 3 (Mn)
(20)1l4 x 23/a ;
�'°. _'(20)1/4 x`13/4 .
(8) 0.148.X 3
1 515
HU2i63(MaxJ'.
HUC216-3,(Max.)
°(26}�/4X'23/a
(26)1/cx13/<'�
`�(12)0.148x3
2015,.:
5,0$5
2,015"
`5,085 '
HU7 (Min.)
(Not available)
(12) 1/4 x 23/4
(12)1/4 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)1/4 x 23/4
(16) 1/4 X 13/4
(8) 0.148 x 1112
1,085
3,485
1,085
3,485
HU9 (Min )
(Not available)
(18)1/4 x 23/4
(t8)1/4'x 1 a/4
(6) 0.148 X 11h
1135
3,230"
1,135
3,23p ".
HU9 (Max)
(Not available}
(24}1/4 x 2a/a ...
(24)1/ x,13/4,
(0} 0:148 x!111x
� i445
3,735 `
1,445
3,735
HU11 (Min.)
(Not available)
(22)114 x 23/4
(22)1/4 x 1 %
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30)1/4 x 23/4
(30)1/4 x 13/4
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
HU14 (Min!),"°
(Not available}
`(28)1/4 x 2a/a
(2 8) 13/4 :.
° {8) 0.14$ X Th
515
3,485 _
1,515
3 485: ;
Max)"
HU14 (Max)"
(Not available)
(36) 1la x 2s
(36)1/4 X 13/4 ..
(14) 0.1"48 x 11h
2 015 's
' 4,245
2,i)15
Code I
ti
z
z
a
0
w
0
z
0
z
0
a
m
0
rn
N
U
U
38
0
STAGGER JOINTS - TYP.
RAISED HEEL ROOF TRUSSES
B/SKI
SEE PLAN
z -
wQ
N
z
w a
RIBBON BOARD- SEE
N
SCHEDULE FOR SPACING !
FASTENING TO TRUSSES
UPLIFT/SHEAR ANCHOR—'T— 'MASONRY WALL -
EACH TRUSS - SEE 5/SKI SEE PLAN
PLAN
NOTE: ADVL FRAMING NOT
SHOWN FOR CLARITY r
RAISED HEEL TRU55 BEARING A
SCALE. NTS SKI I-
r
ROOF SHEATHING- SEE I
SOFFIT/FASCIA- SEE ARCH.
RAISED HEEL ROOF TRUSSES
-SEE PLAN
RIBBON BOARD -
SEE SCHEDULE
FOR SPACING <
FASTENING TO w
N
TRUSSES
WALL SHEATHING -SEE PLAN
MIN. 15/32' CDX PLYWOOD OR
1/16' 055 WITH 8d GUN NAILS
(0.131' X 2 1/2') 9 6' O.C. TO
UPLIFT/SHEAR GYP. CEILING -
RIBBON BOARDS
ANCHOR EACH SEE PLAN a
TRUSS- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
INTO END GRAIN OF ROOF TRU55
MASONRY WALL -
BOTTOM CHORD
SEE PLAN
RAISED HEEL TRUSS BEARING B
SCALE, HIS SKI
RIBBON SCHEDULE;
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBONATTACHMENT
Vult=165 MPH
(2) 12d GUN (0.131' X 3')
(Vas MPH)
EXP.XP. B,
2X4 5PF"2
24'
TO EACH TRUSS, (4)
I,
NAILS AT JOINTS
ENCLOSED
!
Vul!=180 MPH
`
(2) 12d GUN (0.131' X 3)
(Vasd=139 MPH)
2X4 5PF-2
IV
TO EACH TRUSS, (4)
EXP. C,
NAILS AT JOINTS
ENCLOSED
SHEET TITLE
DE' r01
RooFt -
SKA
ALPId ,
',kfl - WCOMPARY
January ,l,,O',, 2020,
Catpeacit, C,,o-n',tr,.aCt-ors Cie America, Inc..
30.4 Avenue' di NW
Winter,14av6ri, FL,33896-620
Dear Matt:
It come to my attention that some que
stions were raised concerning 5-,/..' diameter . ..... iame er
- I
hbles,.. dlrilleAfhl'ru� the: chords,( de ffico.),qfsy,,s4.*Z. gable end a 1* 0,w.for
i r.eadodr,*6d'siis�6d,fd.t".tie�.,,,dbwng Ifth,e§e gable,:ends'a-re,,over.confi'nu�p,p5 suppor
t
�vtltione>face.Fully:sh'eathed anti the holes are ,dfill6d'-about .'the cenfi
face no. dlose..ffia 4',:0.:,C: i'thou ,-49in9,any connector 'PI t69,o r diwthen;
narepair"is r�:qLlr.ed..Thetrusson.ys pp loads hoaddibonA
�.
If'you have any questions;, please give meacqll,
Ng86367.
%,
STATE OF
6760 Forum D i e, 86iie 808, Orland
o, FL 32821 - (800) 521 -WqO -,{863}422-,8685
ww _malpinpft". qqj,
This docurnent hasbeen electronically
signed using a digital Signature. Printed
copies without an original,signature mw
be verified using the original electronic
version.
0.p. uH.
j
a.e...
ids'".'Ti�Sfi1
a �
$TA''`E OF
;, e
4RIOff
d air K,.s�s�
COA #0 278
c
ALPINE
AN nW:COMPFNY
Alpine, an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone:(800)755-6001
www,alpineitw.com
I:Sito,MT� formation ;
Pa a 1:
Costomec Careenter Contractors of America
Job Number: N333978
Job Desch tion: ,7A5/320 ,167EC ,R101 / 1672/ARIA14EAB ELEV.0
Address:
16b En ineerin G;riterta:
)esign Code: FBC 6th Edition (2017) lntelliVlEW Version: 17.02.02A through 18.02.01A
JRef #: 1 WY589750037
end Standard: ASCE 7-10 Wind Speed (mph): 1.60 Roof Load (psi).- 20.00- 7.00- 0.00-10.00
3uildin Type: Closed Floor Load s None °
This package contains general notes pages, 22 truss drawing(s) and 5 detail(s).
1
239.20.1108,33449
Al
3
239.20.1108.33684
A2
5
239.20;1108.33465
A4
7
239.20.1108,33467
A6
9
239.20.1108.34088
A8G
11
239.20.1108.33480
B'1
13
239.20.1108.33901
C1GE
15
239.20.1108,34025
MV2
17
239.20.1108.33807
ER
19
239.20.1108.33869
CJ5
21
239.20.1108.33777
CJ1
23
A16015ENC101014
25
GBLLETIN0118
27
VAL160101014
ttt;ttt `
(3raY,ifr%� N.um6er
'fit-uss.
2
239.20.110833511
A1A.
4
239.20.1108.33762
A3
6
239.20.1108.33713
A5
8
239.20.1108.33667
A7
10
239.20.1108.33573
A9G
12
23920.1108.33466
B2GE
14
239,20.1108,33963
MV1
16
239.20.1108.34041
V1
18
239,20.1108.33745
EJ7A
20
239.20.1108.34011
CJ3
22
239.20.1108.33746
HJ7
24
A18015ENC101014
26
GBLLETIN1014
Florida Certificate of Product Approval #FL1999 Printed 8126/20202:12:46 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are'for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or 1310, 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.
Pagel of 3
General Notes (continued)
Key to Terms: '
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.ora.
2. ICC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 6965/ COMN Ply: 1 Job Number: N333978 Cust:R8975 JRef:1WY589750037 T18
FROM: RWM City: 8 7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 DrwNo: 239.20.1108.33449
Truss Label: Al KD / YK 08126/2020
i 6'1"7 12'8"1525'11"1 32'6"9 38'8"
r 6'1.7 + 6'7"8 6'7"1 67"1 6.7,8
1' i10'0 •— 1, r
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 Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.87 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;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Lumber value set 1313" uses design values approved
1/30/2013 byALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
=5X5
E
38'8"
9'4"
9'4"
19'4"
28'8"
10, 1'
38Y i
Snow Criteria (Pg,Pf in PSF)
Deff/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.208 K 999 360
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.361 K 999 240
B 1661 /- /- /936 /301 /433
Snow Duration: NA
HORZ(LL): 0.076 J - -
H 1662 /- /- /936 /301 /-
HORZ(TL): 0.132 J
Wind reactions based on MWFRS
Building Code:
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 2.0
FBC 6lh.ed 2017
Max TC CSI: 0.532
H Brg Width = 8.0 Min Req = 2.0
TPI Std: 2014
Max BC CSI: 0.886
Bearings B & H are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.490
Bearings B & H require a seat plate.
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
WAVE
VIEW Ver: 17.02.02A.1213.21
B - C 1442 - 3042 E - F 1073 -1962
C - D 1343 - 2764 F - G 1343 - 2765
D - E 1073 -1962 G - H 1442 - 3043
I
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2659 -1146 K - J 2202 - 861
L - K 2202 - 835 J- H 2660 -1148
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 520 -199 K - F 471 - 725
D - K 471 - 724 F - J 521 -199
E - K 1318 - 632
"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 a ition 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 properPy attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN-
truss in conformance with ANSI/TPI PI 1, or for handling, shipping,installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drivelisting this drawing indicates acceptance of professional enctmeering responsibilityy solely -for the design shown. The suitability and use of ibis Suite 305
drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/T 1 1 Sec.2.
For more information see these web sites: Alpine: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindust .com; ]CC: www.iccsafe.org Orlando FL, 32821
Job Number: N333978 Ply: 1 SEQN: 6966 / T23 / COMN Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RDP DrwNo: 239.20.1108.33511
Truss Label: AlTCE / WHK 08/26/2020
T
1�
7'10"14
T10"l4
�21'1"12
"12 17'10"4 19'Q" 1'9"12 I 26'6"4
Z4TA + 5'8"8 + 1 5 12 f— 54"8
=5X5
F
i— T —{
38'8"
30'9"2
4'2"14
38'8"
7-10.14
�1' T11"5 4'0"11 '1 6' 1 3' + 5'8" + 40"11
7'11"5 12 18' 21' 26'8" 30'8"11
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
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: 3.87 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 #1 :T2, T3 2x4 SP #2 N:
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3 :W6, W9 2x4 SP #2 N:
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.
' The 3-0-0 section of lower Bottom Chord
between panel points O and S may
be field -removed as required provided that
all remaining plate/wood contact areas stay
intact and undisturbed.
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
Pf: NA Ce: NA
VERT(LL): 0.201 E 999 360
B 1518 / 301 / 936 / - / 433
/ 8.0
Lu: NA Cs: NA
VERT(TL): 0.549 E 999 240
J 1518 / 301 / 936 / - / -
/ 8.0
Snow Duration: NA
HORZ(LL): 0.100 L - -
Wind reactions based on MWFRS
HORZ(TL): 0.186 L
B Min Brg Width Req = 2.1
Code / Misc Criteria
Creep Factor: 2.0
J Min Brg Width Req = 2.1
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.739
Bearings B & J are a rigid surface.
TPI Sid: 2014
Max BC CSI: 0.793
Bearings B & J require a seat plate.
Rep Factors Used: Yes
Max Web CSI: 0.825
Members not listed have forces less
than 375#
FT/RT:20(0)/10(0)
Maximum Top Chord Forces Per Ply (Ibs)
Plate Type(s):
Chords Tens.Comp. Chords
Tens. Comp.
WAVE
VIEW Ver: 17.02.01A.1115.21
B - C 1385 - 2665 F - G
1456 - 2370
C - D 1300 - 2278 G - H
1327 - 2399
D - E 1316 - 2355 H - 1
1299 - 2276
E - F 1434 - 2326 I - J
1386 - 2665
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - U 2299 -1067 M - L 2298 -1076
U - T 2297 -1066 L - J 2300 -1076
R - N 1841 - 645
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - T 305 - 446 F - N 1047 - 698
yytytttsat»tutriarer,Prlfl�/`t R 210903 M - M 2114 -929
R - 0 - - 451
> i
re
�80. Xf9
n
q
0
i yA•
COAL ONAL
08/26/2020
**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 saiPety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proprly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or B10, _
as applica qe. Apply plates to each face of truss 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 Buildinq Components Group Inc.. shall not be responsible for any deviation from this drawing,any failure to build the nxnwcoM>.�
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suitability Suite 150
and use of this `hawing for any structure is phe 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.wm; TPI: www.t inst.or ; SBCA: www.sbcindust .cam; ICC: —Acc-fe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6967 / T17 / SPEC Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 239.20.1108.33684
Truss Label: A2 KM / DF 08/26/2020
6'1"7 12'8.15 19' 25'11"1 32'6'9 38'8'
6'1.7 ( 6'7"8 + 6'3"1 + 6.11'16'1"7
=5x5
E
38.8•
10' i 1818" i 10, +1'�
10' 28'8" 38'8"
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 to 2h
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: Ni
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th.ed
TPI Sid: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Defl/CSI Criteria
PP Deflection in loc L/defl L /#
VERT(LL): 0.208 K 999 360
VERT(TL): 0.515 K 999 240
HORZ(LL): 0.076 J - -
HORZ(TL): 0.132 J
Creep Factor: 2.0
Max TC CSI: 0.532
Max BC CSI: 0.886
Max Web CSI: 0.489
VIEW Ver: 17.02.01A.1115.21
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 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
restrascabslnt. substitute and (2)
yatt9't4g�irttSF$, jr1/r7gpJfJ
for (2) CLR'S(where shown. Scab
reinforcement to be same size, species, grade, and
,
1� 1$•id '
1..--OFA'•tO�Q•
80% length of web member. Attach with 0.128x3'• gun
nails @ 6" oc.��`'�
.--O
�'
J.- ' ®�
a ;
Loading
Truss passed check for 20 psf additional bottom
o
0.7108 9
chord live load in areas with 42"-high x 24"-wide
clearance.
m ;
/
Wind ® AWQ ,Wind loads based on MWFRS with additional C&C member design.
08/26/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1661 / 298 / 934 / - / 427 / 8.0
H 1662 1298 / 934 ! - /- / 8.0
Wind reactions based on MWFRS
B Min Erg Width Req = 2.0
H Min Brg Width Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - C 1422 - 3042 E - F 1052 -1962
C - D 1323 - 2764 F - G 1323 - 2765
D - E 1052 -1962 G - H 1423 - 3043
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2659 -1128 K - J 2202 - 847
L - K 2202 - 818 J- H 2660 -1133
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 520 - 200 E - K 1317 - 635
D - K 477 - 724 F - J 521 - 200
K - F 476 - 724
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme are in fabricating, handlin shipping, installing and bracing.. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, byv TPI an SBCA) fo'r sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propey
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or B10,
as appllab�e. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI/TPI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing, indicates acceptance of pro esslona engineering responsibility solely for the design shown. The suitability Suite 150
and use of this q�awing for any structure is phe responsibility of the Building Designer per ANSIlTPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.lpinsl.org; SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978
Ply: 1
SEQN: 6968 / T16 / HIPS
Cust: R8975 JRef. 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0
Qty: 2
FROM: RWM
DrwNo: 239.20.1108.33762
Truss Label: A3
SSB / DF 08/26/2020
710"14 17'
21'8"
30'9"2
38'8"
7.10"14 9'1"2
4'8"
9'1"2
7'1014
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 =5X5
D E
38'8"
1019'4" 28'S" 38,8„
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
MW FRS Parallel Dist: h to 2h
C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 611/2013)
Top chord 2x4 SP #2 N :T2, T4 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #1 :B2, B3 2x4 SP 2400f-2.OE:
Webs 2x4 SP #2 N : W 1, W 6 2x4 SP #3:
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint
to be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be
supplied and attached at both ends to a suitable
support by erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
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
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.182 J 999 360
VERT(TL): 0.436 J 999 240
HORZ(LL): 0.068 1 -
HORZ(TL): 0.116 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.836
Max Web CSI: 0.629
VIEW Ver: 17.02.01A.1115.21
88 _ rr
p r 44
AT a a
°m + d"7V .
Ag�9px q(sror,rw®",pf � 4
COA #i�gLsrafr$a¢fS6at+�`��!
08/26/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1714 /308 /940 /- /385 /8.0
G 1715 1308 /940 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 2.0
G Min Big Width Req = 2.0
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1481 - 3117 E - F 1509 - 2925
C - D 1509 - 2923 F - G 1481 - 3119
D - E 1157 - 2043
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2716 -1174 J -1 1978 - 720
K - J 1978 - 692 I - G 2717 -1204
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs Tens. Comp.
C - K
404 - 443
J - E 386 - 244
K - D
834 - 463
E - 1 837 - 463
D - J
386 - 244
I - F 404 - 443
**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 olherwise,top chord shall have properly attached structural sheathinq and bottom chord'shall have a properly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10. _
as applicable. Apply plates to each face of truss and position as shown above and on the Joint9Details, unless noted otherwise. Refer to ALPINE
� ,
drawings 160A-Z for standard plate positions. A �LPPII NN
Alpine, a division of ITW Buildinqq�Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the *nnwcoM,*n,.
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page, , 2400 Lake Orange Dr.
I
isting this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability 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.wm; TPI: www.t inst.or ; SBCA: www.sbdndusl .com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6969 / T15 / HIPS Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 2 FROM: RWM DrwNo: 239.20.1108.33465
Truss Label: A4 KM / DF 08/26/2020
Loading Criteria (psi)
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 "
T10"14
T10"14
10,
10,
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 It
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.87 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 :T3 2x4 SP #1:
Bot chord 2x4 SP #1 :B2, B3 2x4 SP 2400f-2.0E:
Webs 2x4 SP #2 N : W 1, W 6 2x4 SP #3:
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
Loading
Truss passed check for 20 psf additional bottom
chord live load in areas with 42"-high x 24"-wide
clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
15, 23'8" 30'9"2 38'8"
7,1"2 8'8" + 7,1"2 r 7'10"14
;5DX5 T3 —'5E5
9'4"
19'4"
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)/10(0)
Plate Type(s):
WAVE
38'8"
L 9"
28 8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.194 J 999 360
VERT(TL): 0.470 J 999 240
HORZ(LL): 0.067 1 - -
HORZ(TL): 0.115 1
Creep Factor: 2.0
Max TC CSI: 0.937
Max BC CSI: 0.841
Max Web CSI: 0.582
VIEW Ver: 17.02.01A.111
08/26/2020
10, 1'
38'8"�
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 1691 / 319 / 938 / - / 345 / 8.0
G 1692 /319 /938 /- /- /8.0
Wind reactions based on MWFRS
B Min Brg Width Req = 2.0
G Min Brg Width Req = 2.0
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - C 1496 - 3045 E - F 1517 - 2855
C - D 1517 - 2853 F - G 1496 - 3046
D - E 1236 - 2198
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2643 -1183 J -1 2082 - 848
K - J 2082 - 819 I - G 2645 -1213
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
K - D 709 - 369 E - 1 712 - 369
"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, b 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 proper y
attached rigid ceiling Locations shown forermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face op, russ and position as shown above and on the Join Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the a"n„,rn—
truss in conformance with ANSI/TPI 1, or for handlings shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2g00 Lake Orange Dr.
listing this drawing indicates acceptance of ro essiona engineering responsibility solely for the design shown. The sui ability
and use of this gnawing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineilw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com; IM www.imsafe.org Orlando FL, 32837
Job Number: N333978
Ply: 1
SEQN: 6970 /
T14 / HIPS
Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0
Qty: 2
FROM: RWM
DnvNo: 239.20.1108.33713
Truss Label: A5
KM / DF 08/26/2020
I 9'4"
1'10212 38'8"
61'23'
i „
6,4" 65
12 4
6'2"6'9"4 'll
=5X5 1112X4 =5X5
D E F
12
6 2X4
C
o
G
ZX42
W3
B
H
A
I
,s
L KS J
=4X6(A2) =6X6 =5X8 =6X6=4X6(A2)
38,8„
�1'+ 10' 9'4" 9'4"
10,
"i"
10' 19'4" 28'8"
�1'�
38'8"
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 U#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360
B 1665 / 699 / 931 / - / 304 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.543 E 999 240
H 1665 / 699 / 931 / - /- / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - -
Wind reactions based on MWFRS
Des Ld: 37.00 EXP: C HORZ(TL): 0.130 J - -
Mean Height: 15.00 ft
B Min Big Width Req = 2.0
NCBCLL: 10.00 Code / Misc Criteria Creep Factor: 2.0
TCDL: 4.2 psf
H Min Brg Width Req = 2.0
Soffit: 0.00 BCDL: 5.0 psf Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.505
Bearings B & H are a rigid surface.
9
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.889
MWFRS Parallel Dist: hl2 to h
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 It Rep Factors Used: Yes Max Web CSI: 0.355
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: 17.02.01A.1115.21
Lumber
B - C 1565 - 3029 E - F 1432 - 2498
C - D 1493 -2774 F - G 1492 -2775
Value Set: 13B (Effective 6/1/2013)
D - E 1432 -2498 G - H 1564 -3031
Top chord 2x4 SP #2 N
Sot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/30/2013 by ALSC
B - L 2641 -1259 K - J 2171 - 956
L - K 2171 - 926 J- H 2642 -1289
Loading
Truss passed check for 20 psf additional bottom
Maximum Web Forces Per Ply (Ibs)
chord live load in areas with 42"-high x 24"-wide
Webs Tens.Comp. Webs Tens. Comp.
clearance.
L - D 572 - 256 K - F 470 - 224
Wind
D-K 470 -224 F-J 573 -256
Wind loads based on MWFRS with additional C&C
member design.
}ggytfis;s3tnua}tJa}y�8f �+
q
r
a
e ,
a
a
a
COg4
08/26/2020
"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, installingand bracing. Refer to and fallow the latest edition of
BCSI (Building
Component Safety Information, by TPI an c7 SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathing and bottom chord'shall have a
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections
propper y
B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AN WCOMVANY
truss in ANSIII PI 1, for handling, installation bracing
conformance with or shipping, and of trussesA seal on this drawing or
listing this drawing indicates acceptance of ro) esslonal engineering responsibility solely for the design shown.
and use of this drawing for any structure is the responsibility of the engineering
Designer per ANSI/TPl 1 Sec.2.
cover page , , 2400 Lake Orange Dr.
The suiFabllity
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.sbcindust xom; [CC: —.iccsafe.orq Orlando FL, 32837
Job Number: N333978
Ply: 1
SEQN: 6971 /
T12 / HIPS
Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIAAEAB ELEV.0
City: 2
FROM: RWM
DnaNc: 239.20.1108.33467
Truss Label: A6
KM / DF 08/26/2020
5'9"4 11' 19' 27'8"
32'10"12 38'8"
5,2.,12 i $, 8'8"
5,2„1L5,9„4
5X5 = 5X5 5X5
D E T3 F
12
6 � �2X4 W
T
�2X4
T
C
0
G rn
n W3
B
io
H
I
�A
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
38'8"
1' 10' 9'4" 9'4"
10, 1'
�0, 19,4„ T 28,8„
38,8
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Sid: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/#
Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.236 E 999 360
B 1625 / 701 / 918 ! - / 263 / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.597 E 999 240
H 1625 / 701 1918 / - / - / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.074 J -
Wind reactions based on MWFRS
EXP: C : 0.131 J TL HORZ
Des Ld: 37.00 ( )
B Min Br Width Re 1.9
g q —
Mean Height: 15.00 ft Code / Misc Criteria Creep NCBCLL: 10.00 P Factor: 2.0
H Min Brg Width Req = 1.9
TCDL: 4.2 psf BldgCode: FBC 6th.ed 201 Max TC CSI: 0.808
Soffit: 0.00 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: 0.832
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Factors Used: Yes Max Web CSI: 0.760
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: 17.02.01A.1115.21
B - C 1616 - 2959 E - F 1654 - 2817
Lumber
C - D 1496 -2693 F - G 1498 -2696
Value Set: 13B (Effective 6/l/2013)
D - E 1677 -2846 G - H 1613 -2957
Top chord 2x4 SP #2 N :T3 2x4 SP #1:
Bot chord 2x4 SP #1
Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W3, W5 2x4 SP #2 N:
Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
B - L 2584 -1314 K - J 2285 -1082
L - K 2278 -1047 J - H 2582 -1341
Loading
Truss passed check for 20 psf additional bottom
Maximum Web Forces Per Ply (Ibs)
chord live load in areas with 42"-high x 24"-wide
Webs Tens.Comp. Webs Tens. Comp.
clearance.
L - D 462 -161 K - F 638 - 359
Wind
D-K 682 -394 F-J 461 -156
Wind loads based on MWFRS with additional C&CtstttrtEEBildfidr rP
ra �tP
member design.
E - K 388 -495
OR �..
v
e$
+`+ E, ry
ra0��g° a �
y �
V8 1
SST Q ®,
COA
08/26/2020
**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, byY TPI and SBCA) fo'r sa practices prior to performing these functions. Installers shall provide temporarryv
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached riccl1id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 610,
as applicable. Apply plates to each face of truss and position as shown above and on the JoINetails, unless noted otherwise. kefer to
drawings 160A-Z for standard plate positions. ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure
truss in ANSI/TPI 1, for handlin installation and bracing of trussesA seal on this drawing or
to build the nranwcoMvarrr
cover, e
conformance with or shipping,
listing this drawing, indicates acceptance of ppro�esslonal engineering responsibility solely for the design shown.
Q�awing
pa , , 2400 Lake Orange Dr.
The uitability Suite 150
and use of this for any structure is fhe responsibility of the Building Designer per ANSIITPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.l insl.or ; SBCA: www.sbcindust .corn; ]CC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978
Ply: 1
SEQN: 6972 / T11 / HIPS
Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 11672/ARIA/4EAB ELEV.0
Qty: 2
FROM: RWM
DrwNo: 239.20.1108.33667
Truss Label: A7
SSB / DF 08126/2020
9'
17' 21'8" 29'8" 38'8"
6X6
C
=5X5 =4X4 =6X6
T2 D E T3 F
12
6
T
T
�
0
(a) W (a)
v
B
W5 ih
G
l A
H
4X6(A2) =6X6
=5X5 =6X6 =4X6(A2)
38'8"
9'4" 9W 10, 1
10'
19W 28'8" 38'8"
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
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): 0.229 J 999 360 B 1518 / 703 / 900 / - / 222 18.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.625 J 999 240 G 1518 / 703 / 900 / - / - / 8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.075 1 - - Wind reactions based on MWFRS
EXP: C
Des Ld: 37.00
HORZ TL : 0.140 1 B Min Br Width Re 1.8
( ) 9 q =
Mean Height: 15.00 ft
NCBCLL: 10.00
Code / Misc Criteria Creep Factor: 2.0 G Min Big Width Req = 1.8
P
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Bearings B & G are a rigid surface.
Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.906 g g
Load Duration: 1.25 MWFRS Parallel Dist: h!2 to h
Bearings B & G require a seat plate.
TPI Std: 2014 Max BC CSI: 0.854
Spacing: 24.0 " C&C Dist a: 3.87 ft
Rep Factors Used: Yes Max Web CSI: 0.280 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: 17.02.01A.1115.21
Lumber
B - C 1545 -2622 E - F 1557 -2395
C - D 1558 - 2395 F - G 1545 - 2621
Value Set: 13B (Effective 6/1/2013)
D - E 1915 -3079
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 "138" uses design values
approved 1/30/2013 by ALSC
B - K 2256 -1202 J -1 3036 -1647
K - J 3034 -1648 I - G 2256 -1231
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
C - K 687 -289 E - 1 485 -765
support by erection contractor.
K - D 483 -763 I - F 688 -290
(a) or scab reinforcement may be used in lieu of CLRtiaitl#1ti�1ltFlx
rJjrrrr�
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
9{
reinforcement to be same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
,awowe., °Ji
nails @ 6" oc.
r .
$ s
a ti
Wind
Wind loads based on MWFRS with additional C&C
member design.
,° x
01 s
0� S 0
NZ 6
-/ N AL
COA
08/26/2020
**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, handlingq shipping, installing and bracing., Refer to and follow the latest edition of BCSI (Building
Component Safety Information, bV TPI an SBCA) f-or sa if, practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oyherwise,top chord shall
attached ri id ceiling Locations shown for permanent lateral
have properly attached structural sheathing and bottom chord shall have a pro perr y
restraint of webs shall have bracingq installed per BCSI sections B3, B7 or 810,
as applicable. Apply plates to each face of truss and position
as shown above and on the JOInCDetaIIS, unless noted otherwise. kefer to
drawings 160A-Z for standard plate positions.
ALPINE
Alpine, a division of ITW Building Components Group Inc.
truss in ANSIPI1, for handling, shipping,
shall not be responsible for any deviation from this drawing,any failure to build the ncoMMW
"mv
installation and bracing of trussesA seal on this drawing or cover
conformance with or page, , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pprofessional- engineering responsibility solely for the design shown. The suitability Suite Lake
drawing,pro)
and use of this for any structure is responsibility
of the Building Designer per ANSI/TPI 1 Sec.2.150
For more information see this lob's general notes page and these web sites: ALPINE: www.al ineitw.com; TPI: www.t inst.or ; SBCA: www.sbcindust .corn; ICC: www.iccsafe.orq Orlando FL, 32837
Job Number: N333978
Ply: 1
SEQN: 6973 /
T3 / SPEC
Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0
Qty: 1
FROM: RDP
DrwNo: 239.20.1108.34088
Truss Label: A8G
JB / WHK 08/26/2020
T 12'4'
21' 26'1"12
31'8" 38'8"
7, 5'4"
8,8" i5112
56 4 7, i
;5X5
12 C
=4X4 =SS0712 =4X4 5X5
D T2 E F T3 G
T 6 77'
T
(a) W
h
B
Fi 'a
as A
I
4X6(A2) 61 =8X8
B2 =8X8 1113X6L 4X4
=5X5=3X6(A1) 1
21'
5'
12'8"
1' 8'
8'8" 4'4" 4'10"4 I
4'912 8' 1'
16,8„ i 25'10"4 t
30,8" ei` 38,8.,
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): 0.087 N 999 360
B 1671 / 816 / - / - ! - / 8.0
BCLL: 0.00 Enclosure: Closed
Lu: NA Cs: NA VERT(TL): 0.249 N 999 240
L 2708 / 1288 /- /- /- /8.0
BCDL: 10.00 Risk Category: II
Snow Duration: NA HORZ(LL): 0.021 M - -
K 503 / 223 / - / - 1- / 8.0
Des Ld: 37.00 EXP: C
HORZ(TL): 0.040 M - -
H 385 / 183 / - / - / - / 8.0
NCBCLL: 10.00 Mean Height: 15.00 ft
TCDL: 4.2 psf
Code / Misc Criteria Creep Factor: 2.0'
Wind reactions based on MWFRS
Soffit: 0.00 BCDL: 5.0 psf
Bldg Code: FBC 6th ed.201 Max TC CSI: 0.876
B Min Br Width Re 1.5
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
:
TPI Std2014 Max BC CSI: 0.745
L Min Brg Width Reg = 3.8
K Min Brg Width Reg = 1.5
Spacing: 24.0 " C&C Dist a: 3.87 ft
Rep Factors Used: Yes Max Web CSI: 0.725
H Min Brg Width Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Bearings B, L, K, & H are a rigid surface.
GCpi: 0.18
Plate Type(s):
Bearings B, L, K, & H require a seat plate.
Wind Duration: 1.60
WAVE, 18SS VIEW Ver: 17.02.02A.1213.21
Lumber
Special Loads
Members not listed have forces less than 375#
Value Set: 13B (Effective 6/1/2013)
----(Lumber Dur.Fac. 1.25 / Plate Dur.Fac.=1.25)
Maximum Top Chord Forces Per Ply (Ibs)
Top chord 2x4 SP #2 N :T2, T3 2x4 2.OE:
TC: From 56 plf at -1.00 to 56 plf at 7.00
Chords Tens.Comp. Chords Tens. Comp.
40 f-2.O
Bot chord 2x4 SP #2 N :B1 2x4 SP 2400f-2.OE:
TC: From 28 If at 7.00 to 28 If at 21.00
p p
B - C 1485 - 3018 D - E 419 -1034
:B2 2x6 SP SS:
TC: From 56 plf at 21.00 to 56 plf at 39.67
BC: From 20 plf at 0.00 to 20 pif at 7.03
C - D 1289 -2801 E - F 641 332
Webs 2x4 SP #3 :W4 2x4 SP #2 N:
BC: From 10 plf at 7.03 to 10 plf at 19.06
Lumber value set "'I 3B" uses design values
BC: From 20 plf at 19.06 to 20 plf at 38.67
Maximum Bot Chord Forces Per Ply (Ibs)
approved 1/30/2013 by ALSC
TC: 292 lb Conc. Load at 7.03
Chords Tens.Comp. Chords Tens. Comp.
TC: 93 Ib Conc. Load at 7.06
Bracing
TC: 1711bConc. Load at 9.06,11.06,13.06,15.06
B-N 2627-1266 L-K 461 -968
(a) 1 X4 #3SRB or better continuous lateral restraint
17.06
N - M 2458 -1275 K - J 302 -587
to be equally spaced. Attach with (2) 8d Box or Gun
TC: 174 lb Conc. Load at 19.06
M - L 461 -969
nails(0.11 Wx2.5",min.). Restraint material to be
BC: 492 lb Conc. Load at 7.03
supplied and attached at both ends to a suitable
BC: 127 lb Conc. Load at 9.06,11.06,13.06,15.06
17.06,19.06
Maximum Web Forces Per Ply (Ibs )
support by erection contractor.
Webs Tens.Comp. Webs Tens. Comp.
(a) or scab reinforcement may be used in lieu of CLR
�ptteectttakatttrfrl
restraint. substitute (1) scab for (1) CLR and (2)
scabs for (2) CLR'S where shown. Scab
$s °fiye
'tea >ry�
C - N 654 -82 E - L 1311 -2528
N - D 446 16 E K 444 160
be
`+ "*ac
-
reinforcement to same size, species, grade, and
80% length of web member. Attach with 0.128x3" gun
offi�°*�A°;c°�°ae
k` 4�,r * o® ''+.
D - M 1162 -1840 K - F 373 - 668
nails @ 6" oc.
���e
�+ o
M - E 2568 -1134 F - J 807 360
Wind
Wind loads and reactions based on MWFRS.
e
e i
s
COAL � NO,
08/26/2020
**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
installingand bracing. Refer to and follow the latest edition of
BCSI (Building
Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryV
bracing per BCSI. Unless noted oTherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a propperly
attached ri id ceilin Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply laces to each face of truss and position as shown above and on the JointDetails, unless noted otherwise. f�efer to
drawings 160A-Z for s�andard plate positions.
ALPINE
Alpine, a division of ITW BuildingComponents Group Inc., shall not be responsible for any deviation from this drawing,any failure
truss ANSIII PI 1, for handling installation bracing trussesA drawing
to build the A-COMMW
In conformance with or shipping, and of seal on this or
Iisting this drawing indicates acceptance of professionar engineering responsibility solely for the design shown.
this drawing,
for is the the Building Designer ANSIITPI 1 Sec.2.
cover pagqe _ , 2400 Lake Orange Dr.
The suiFability
Suite 150
and use 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.t inst.or ; SBCA: www.sbcindust .corn; ICC: w-kcsafe.org Orlando FL, 32837
Job Number: N333978
Ply: 1
SEQN: 6974 / T22 / HIPS
Cusl: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0
Qty: 1
FROM: RDP
DrwNo: 239.20.1108.33573
Truss Label: A9G
KM / DF 08/26/2020
7' 17' i 26'4" 318" 38'8"
I - 7, -i 10, T 9,4., 5,4„ 7, '1
=6X12
% 8p10 T3 �6F6
C8 T2
12
6 T
o (a) W
(a)
B G
1 A H
�
4X6(A2) B1 1112X4 =5X5 1112X4 =6X8 1115X5J =5X5=3X6(A1) 1
26'4" 12'4"
1' I 7,1"12 4'10"4 5' 58„ 3,6„ 5'0"8 7,3"8 1'
T 7'1"12 T 12' f 17' 22'8" 264"31'4"8 r 38'8" "ice "i
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-10 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.147 M 999 360 B 1749 / 804 / - / - / - / 8.0
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(TL): 0.407 M 999 240 J 4106 / 1847 / - /- /- / 8.0
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - - G 252 / 131 / - / - / - / 8.0
EXP: C HORZ( Des Ld: 37.00 TL ): 0.101 K - - Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 0.00 9 Code / Misc Criteria Creep Factor: 2.0 B Min Brg Width Reg = 2.1
TCDL: 4.2 psf
J Min Br Width Re 5.7
Soffit: 0.00 BCDL: 5.0 psi Bldg Code: FBC 6th.ed 201 Max TC CSI: 0.840 9 g =
G Min Brg Width Reg = 1.5
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Sid: 2014 Max BC CSI: 0.980 Bearings B, J, & G are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.87 it Rep Factors Used: No Max Web CSI: 0.866 Bearings B, J. & G 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 VIEW Ver: 17.02.01A.1115.21 Maximum Top Chord Forces Per Ply (Ibs)
Lumber Chords Tens.Comp. Chords Tens. Comp.
Value Set: 13B (Effective 6/1/2013) B - C 1490 -3257 C - D 1241 -2997
Top chord 2x4 SP #2 N :T2, T3 2x6 SP SS:
Bot chord 2x4 SP #2 N :B1 2x4 SP #1: Maximum Bot Chord Forces Per Ply (Ibs)
Webs 2x4 SP #3 :W6 2x4 SP #2 N: Chords Tens.Comp. Chords Tens. Comp.
Lumber value set "1313" uses design values
approved 1/3012013 by ALSC B - N 2856 -1286 L - K 2796 -1324
N - M 2881 -1290 K - J 786 -1809
Bracing M - L 2796 -1324 J - 1 786 -1809
(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. C - N 617 -100 E - J 1942 - 3935
(a) or scab reinforcement may be used in lieu of CLR sttyttsr„tapir D - K 1577 -3128 E - 1 2051 -860
f+r+l+rt+t
restraint. substitute (1) scab for (1) CLR and (2) K - E 2670 -1054 I - F 365 -477
scabs for (2) CLR'S where shown. Scab ` H. r�+,
reinforcement to be same size, species, grade, and° �o044.4e,{',ir
80% length of web member. Attach with 0.128x3" gun
6" am\,id
nails @ oc. ¢
4 ;
Loading
#1 hip supports 7-0-0 jacks with no webs. $ e�" r u$ i
Wind e
Wind loads and reactions based on MWFRS. ®� Q
o
50
�re'tsnr�°ts
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) fo'r sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro erly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or o10,
as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to
drawings 160A-Z for siandard 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 .xnwcomvr.ur
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of ro) essionar engineering responsibility solely for the design shown. The suitability Suite Lake
gnawing 1 Sec.2.150
and use of this for any structure is the responsibility of the Building Designer per ANSIffPI
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitwxam; TPI: www.t insl.or ; SBCA: www.sbcindust .corn; IM —w.iccsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6975 / T13 / SCIS I Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 City: 3 FROM: RWM DrwNo: 239.20.1108.33480
Truss Label: 131 KM / DF 08/26/2020
5'1"4 _ 9'8"
5'1"4 4'6"12
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: 11
EXP: C
Des Ld: 37.00 Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 " C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N :T2 2x4 SP 2400f-2.OE:
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "l3B" uses design values
approved 1/30/2013 byALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Shim all supports to solid bearing.
=4X4
D
12Y
18'
8'4"
5'4"
81 } 4'8" i 5'4"
8' 12'8" 18. 1
Snow Criteria (Pg.Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl Ll#
Loc R / U / Rw / Rh / RL / W
B 605 / 313 / 340 / - / 194 / 8.0
Pf: NA Ce: NA
VERT(LL): 0.014 C 999 360
Lu: NA Cs: NA
VERT(TL): 0.039 C 999 240
G 466 / 99 / 432 / - ! - / 8.0
Snow Duration: NA
HORZ(LL): 0.007 F - -
1 350 / 233 / 227 / - / - / 8.0
. HORZ(TL): 0.013 H
Creep Factor: 2.0
Wind reactions based on MWFRS
B Min Brg Width Reg = 1.5
Code / Misc Criteria
Bldg Code: FBC 6th.ed 2017
Max TC CSI: 0.641
G Min Brg Width Reg = 1.5
TPI Std: 2014
Max BC CSI: 0.522
1 Min Brg Width Reg = 1.5
Rep Factors Used: Yes
Max Web CSI: 0.714
Bearings B, G. & I are a rigid surface.
Bearings B, G, & I require a seat plate.
FT/RT:20(0)/10(0)
Plate Type(s):
Members not listed have forces less than 375#
WAVE
VIEW Ver: 17.02.01A.1115.21
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-C 913 -812 D-E 452 -249
C - D 767 - 582
ra•. ` -- r
ti lfPp��:
ya
1 1/
��{1 a0•®■a.i.es •*espy ��,
70 AL
08/26/2020
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - H 686 - 773
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - H 462 - 304 E - F 559 - 305
D - G 255 -427
"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 sapety 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI sections B3, B7 or 810,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Beier 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 " wca,,,,n,.
truss in conformance with ANSI/l PI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover pa5e , , 2g00 Lake Orange Dr.
listing this drawing indicates acceptance of pro) essiona engineer'mq responsibility solely for the design shown. The suitability
and use of this drawing,
for any structure is tphe 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.sbcindust .com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6976 / T2 / GABL Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM Dnallo: 239.20.1108.33466
Truss Label: 62GE KM / DF 08/26/2020
9'8"
9-8„
�-- 3'8" 2' ----
(TYP)
=4X4
F
12'8" 19'4"
3' 6W
1, 12'8" 6,8„
12'8" r 19,4„ `i
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 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
Snow Criteria (Pg,Pf in PSF)
DefI/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Pf: NA Ce: NA
VERT(LL): 0.012 1 999 360
Lu: NA Cs: NA
VERT(TL): 0.038 1 999 240
Snow Duration: NA
HORZ(LL): 0.008 1 - -
HORZ(TL): 0.012 1
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.396
TPI Std: 2014
Max BC CSI: 0.398
Rep Factors Used: Yes
Max Web CSI: 0.085
FT/RT:20(0)/l 0(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.01A.1115.21
< it
o.708 1
/
♦ Maximum Reactions (lbs), or *=PLF
Loc R /U /Rw /Rh /RL /W
B 214 /89 /114 /- /210 /8.0
B* 61 /19 /47 /- /- /140
L 405 / 260 / 290 / - / - 18.0
R* 155 /69 /108 /- /- /24.0
M /114
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
B Min Brg Width Req = -
L Min Brg Width Req = 1.5
R Min Brg Width Req = -
Bearings B, B, L, & J are a rigid surface.
Bearings B, B, L, & J require a seat plate.
Members not listed have forces less than 375#
Min + W
IR
>gar'ti
coa A
�ett�lFiS�
(3/26/2020
**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, byy TPI an SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporarryV _
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a properly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing insalled per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. kefer to ALPINE
drawings 160A-Z far standard plate positions.
Alpine, a division of ITW Building Components Group Inc., shall not be responsible for any deviation from this drawing,ahy failure to build the *Hmvcaacary
truss in conformance with ANSI/TPI 1, or for handling, shipping, installation and bracing of trussesA seal on this drawing or cover page .. 2400 Lake Orange Dr.
I
isting this drawing indicates acceptance of rotessionar engineering responsibility solely for the design shown. The suitability Suite 150
and use of this drawing,
for any structure is the responsibility of the Building Designer per ANSIrfPI 1 Sec.2.
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.imsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6977 / T1 / GABL Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 239.20.1108.33901
Truss Label: C1GE JB / WHK 08/26/2020
27„ 4,2" 6,2„ 8'4"
27' r 2, T 2, 27-
=4X4
D
12
6
I
C E
N
N
1 B F
T
4"3 A
Li Li Li
J + H
2X4(A1=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: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWGS A16015ENC101014 & GBLLETIN1014 for
gable wind bracing and other requirements.
+ MEMBER TO BE LATERALLY BRACED FOR
HORIZONTAL WIND LOADS. BRACING SYSTEM
TO BE DESIGNED AND FURNISHED BY OTHERS.
22"
2'2"
8'4"
2- 2'
47' 6,2"
27-
8,4"
Snow Criteria (Pg,Pf in PSF)
Defi/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Pf: NA Ce: NA
VERT(LL): 0.003 1 999 360
Lu: NA Cs: NA
VERT(TL): 0.008 1 999 240
Snow Duration: NA
HORZ(LL): 0.001 H - -
HORZ(TL): 0.003 H
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th.ed 201
Max TC CSI: 0.223
TPI Sid: 2014
Max BC CSI: 0.095
Rep Factors Used: Yes
Max Web CSI: 0.086
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 17.02.01A.1115.21
WAVE
1 — • .q
D H
E f
m
ta.7,08 1
IAY 0
♦ Maximum Reactions (lbs), or *=PLF
Loc R /U /Rw /Rh /RL /W
B* 185 / 87 1135 / - / 59 124.0
F* 185 /87 /135 /- /- /24.0
Wind reactions based on MWFRS
B Min Brg Width Req = -
F Min Brg Width Req = -
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
COA #ii IAA
08/26/2020
**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, byY TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporarryy
bracing per BCSI. Unless noted olheMISe,top chord shall have properly attached structural sheathinq and bottom chord shall have a propperly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. �2efer to
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI/l PI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page ,
I
isting this drawing indicates acceptance of ro essfonar engmeer'mq responsibility solely for the design shown. The suitability
and use of this gnawing for any structure is tphe responsibility of the Building Designer per ANSIITPI 1 Sec.2.
E ALPINE
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6978 / T6 / VAL Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 239.20.1108.339&
Truss Label: MV1 JB / WHK 08/26/2020
1112X4
B
4'3"9
I 4'3"9
i 4'3"9
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(TL): NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.004 C
Des Ld: 37.00
EXP: Cght: 15.00 ft
ei
Mean Hei
HORZ(TL): 0.007 C - -
NCBCLL: 10.00
TCDL: psf
Code / Misc Criteria
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
Bldg Code: FBC 6th ed.201 7
Max TC CSI: 0.242
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.204
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Factors Used: Yes
Max Web CSI: 0.108
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 17.02.02A.1213.21
Wind Duration: 1.60
WAVE
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Additional Notes
See DWG VAL160101014 for valley details.
V90-
��� ��e'��* �F" � A � • gym,
8
SAT 0
64
INV
`®
♦ Maximum Reactions (lbs), or'=PLF
Loc R /U /Rw /Rh /RL /W
D' 75 /16 /52 /- /12 /51.6
Wind reactions based on MWFRS
D Min Brg Width Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
08/26/2020
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
quire
Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
BCSI. Unless noted ovherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
lid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 610,
'le. AppTv plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to
Alpine, a division of ITW Buildinc_Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI TPI 1, or for handlin4, shipping, installation and bracing of trussesA seal on this drawing or cover, e ,
listing this drawing indicates acceptance of professionar engineering responsibility solely for the design shown. The sui ability
and use of this `hawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ALPINE
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6979 / T7 / VAL Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 239.20.1108.34025
Truss Label: MV2 JB / WHK 08/26/2020
12
6 1112X4g
4X4(D1) T
A
CV
Li
CD
1112X4
_ 2-3"9 ei
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: 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 to 2h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Webs 2x4 SP #3
Lumber value set "13B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
See DWG VAL160101014 for valley details.
2'3"9
2'3"9
Snow Criteria (Pg,Pf in 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): 0.000 C
HORZ(TL): 0.001 C
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.047
TPI Std: 2014
Max BC CSI: 0.048
Rep Factors Used: Yes
Max Web CSI: 0.030
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver. 17.02.02A.1213.21
— • . jrttt
X\W
e
0
m
o.7as �
a °
H ®s 1i 0 8 4,
a m°'os •n eeo•°�{ ��'�
COA Q19,0NA1L.
lasrnar+t��'a�`
08/26/2020
♦ Maximum Reactions (lbs), or *=PLF
Loc R /U /Rw /Rh /RL /W
D* 75 /13 /49 /- /10 /27.6
Wind reactions based on MWFRS
D Min Brg Width Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
It
extreme care in fabricating, handlin shipping, installing,and bracing.. Refer to and follow the latest edition of BCSI (Building
t Safety Information, byv TPI an SBCA) for sa shipping,
practices prior to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise,top chord shall have properly attached structural sheathingg and bottom chord shall have a pro erly
aid cei!inqq. Locations shown forpermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or �10,
le. AoDyV plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to
a division of
fIm 1, or Torr
acce lance
any sructure
his drawing,any failure to build the
on this drawing or cover page,
Le design shown. The su! ebrlrty
ALP NI E
AN—CCM-
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333978 Ply: 1 SEON: 6980 / T5 / VAL Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,RI01 / 1672/ARIA/4EAB ELEV.0 Oty: 1 FROM: RWM DrwNo: 239.20.1108.34041
Truss Label: V1 JB / WHK 08/26/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-10
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C
Mean Height: 15.00 8
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 It
Loc. from endwali: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #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.
Additional Notes
See DWG VAL160101014 for valley details.
1'5"13 2'11"9
1'5"13 1'5"13
4X4(D1)
12
6 F:—,- =4X4
B4X4(D1)
A C
N
D
2' 11 "9
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)/l0(0)
Plate Type(s):
WAVE
2' 11 "9
2'11 "9
Def11CSl Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.002 999 360
VERT(TL): 0.005 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.001
Creep Factor: 2.0
Max TC CSI: 0.033
Max BC CSI: 0.062
Max Web CSI: 0.000
VIEW Ver: 17.02.02A.1213.21
Y piss ass 1� 'ir.
Y ®s
a
e
e
8
S' AT
1 'aJ
COAL
08/26/2020
♦ Maximum Reactions (lbs), or *=PLF
Loc R / U / Rw / Rh / RL / W
D* 75 118 / 29 /- / 5 / 35.6
Wind reactions based on MWFRS
D Min Brg Width Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted oherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown forpermanent lateral restraint of webs shall have bracing insTalled per BCSI sections B3, B7 or B10,
as applicab"le. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the *smvcore W
truss in conformance with ANSIrI PI 1, or for handling{ shipping?, installation and bracing of trussesA seal on this drawing or cover pafga , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of pro essiona engineering responsibility solely for the design shown. The sui abflrty Suite 150
and use of this 9�awing for any structure is the responsibility of the Building Designer per ANSIITPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org: SBCA: www.sbcindustry.com; ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6981 / T8 / EJAC Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 20 FROM: RWM DrwNo: 239.20.1108.33807
Truss Label: EJ7 JB / WHK 08/26/2020
C
12
6
c+>
_o
to
M
(h
V
B
A
D
7'
1 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
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: 3.00 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 "'I3B" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
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 Sid: 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
s*S7AW01
'.
08/26/2020
♦ Maximum Reactions (lbs)
Loc R /U /Rw /Rh /RL /W
B 331 / 117 / 259 / - 1173 / 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
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, byy TPI and SBCA) oor safety practices prior to performing these functions. Installers shall provide temporary _
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proeeryy
attached r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or t310,
as appllcab�e. App�y plates to each face oftrussand position as shown above and on the Joint Details, unless noted otherwise. Nefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW Build! ngComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the AxnwCO—W
truss in conformance with ANSIITPI 1, or for handling{ shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of ro esslona engineering responsibility solely for the design shown. The sui ability Suite 150
and use of this gnawing for any structure is tphe responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinst.org; SBCA: www.sbcindustry.com: ICC: www.iccsafe.org Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6982 / T4 / EJAC Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 1 FROM: RWM DrwNo: 239.20.1108.33745
Truss Label: EJ7A KM / DF 08/26/2020
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 "
T3
=2X4(A1)
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: 3.00 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
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.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: 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
7'
7'
Defl/CSI Criteria
PP Deflection in loc Udefl L/#
VERT(LL): NA
VERT(TL): NA
HORZ(LL): 0.018 C
HORZ(TL): 0.033 C
Creep Factor: 2.0
Max TC CSI: 0.725
Max BC CSI: 0.533
Max Web CSI: 0.000
VIEW Ver: 17.02.01A.1115.21
fj
p�•,@10 CA4•s• li •fff
4� 4[
� S �+r
so
� 0
1 °
'8aaengnteasty`•a
08/26/2020
B
♦ Maximum Reactions (Ibs)
Loc R / U / Rw / Rh / RL / W
A 270 / 41 / 188 / - / 100 / 8.0
C 128 /13 /104 /- /- /1.5
B 174 /81 /95 /- /- /1.5
Wind reactions based on MWFRS
A Min Brg Width Req = 1.5
C Min Brg Width Req = -
B Min Brg Width Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, 67 or 810, _
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. F�efer to ALPINE�
drawings 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 AN C0.1A.
truss in conformance with ANSITTPI 1, or for handling, shipping, installation and bracing of,trussesA seal on this drawing or cover page , , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of protesslonat engineering responsibility solely for the design shown. The suitability Suite Lake
and use of this drawing,
for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.150
For more information see this job's general notes page and these web sites: ALPINE: www.alpineilw.com; TPI: www.tpinsl.org; SBCA: www.sbcindustry.com; ICC: wwwkcsafe.org_ Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6983 / T21 JACK Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 6 FROM: RDP DrwNo: 239.20.1108.33869
Truss Label: CJ5 KD / WHK 08/26/2020
C
12
6
M_
g
N
C 1)
B
M
3:3 A
D
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.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: N/
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ec
TPI Std: 2014
Rep Factors Used: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
4' 11 "4
4' 11 "4
Defl/CSI Criteria ♦ Maximum Reactions (lbs)
PP Deflection in loc Udefl U# Loc R / U / Rw / Rh / RL / W
VERT(LL): NA
B 256 / 95 / 207 ! - / 128 / 8.0
VERT(TL): NA
D 89 / 13 / 68 ' / - / - / 1.5
HORZ(LL): 0.005 D
C 118 / 92 / 61 / - ! - 11.5
HORZ(TL): 0.010 D
Wind reactions based on MWFRS
Creep Factor: 2.0
B Min Brg Width Req = 1.5
Max TC CSI: 0.411
D Min Brg Width Req = -
Max BC CSI: 0.254
C Min Brg Width Req = -
Max Web CSI: 0.000
Bearing B is a rigid surface.
Bearing B requires a seat plate.
VIEW Ver: 17.02.01A.1115.21
08/26/2020
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, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, byv TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryV
r BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathing and bottom chord shall have a pro Pry
d�id ceilingg Locations shown for ermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
>le._ AppTy plates to each face oftrussand position as shown above and on the Join Details, unless noted otherwise. Refer to
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the
truss in conformance with ANSI/TPI 1, or for handlin shipping, installation and bracing of,trussesA seal on this drawing or cover page ,
listing this drawing indicates acceptance of pro) esslonar engineering responsibility solely for the design shown. The suit-ablllty
and use of this cawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
For more information see this job's general notes page and these web sites: ALPINE: www.alpineitw.com; TPI: www.tpinsi.org; SBCA: www.sbcindustry.com; ICC: www.iccsafi
ALPINE
ANmvcoruA"r
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6984 / T20 / JACK Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 City: 6 FROM: RDP DrwNo: 239.20.1108.34011
Truss Label: CJ3 JB / WHK 08/26/2020
C
T
co
ti r' M
N
A
D
�— 1'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-10
TCDL: 7.00
Speed: 160 mph
BOLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
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.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
2'11 "4
r 2'11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Loc R / U / Rw / Rh / RL / W
B 185 / 75 / 160 ! - / 84 / 8.0
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
D 50 / 6 141 / - / - / 1.5
Snow Duration: NA
HORZ(LL): 0.001 D
C 63 150 / 29 / - / - / 1.5
HORZ(TL): 0.001 D
Creep Factor: 2.0
Wind reactions based on MWFRS
B Min Brg Width Req = 1.5
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.206
D Min Big Width Req = -
TPI Std: 2014
Max BC CSI: 0.115
C Min Brg Width Req = -
Rep Factors Used: Yes
Max Web CSI: 0.000
Bearing B is a rigid surface.
Bearing B requires a seat plate.
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE VIEW Ver: 17.02.02A.1213.21
5. Lj
<,rrrrr
s.,
'7,08 1
s � �
Members not listed have forces less than 375#
SVOeY
ip
` SS coA SAL`;,,
t11
t$E`�
08/26/2020
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary)
bracing per BCSL Unless noted o herwise,top chord shall have properly attached structural sheathing and bottom chord shall have a proper
attached rigqid ceiling Locations shown forpermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the JoinCDetails, unless noted otherwise. kefer to ALPINE
drawings 160A-Z for standard plate positions.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the aHrtwcmm�u
truss in conformance with ANSI/I PI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page , , 2g00 Lake Orange Dr.
listing this drawing indicates acceptance of pro essfona engineering responsibility, solely for the design shown. The suitability Suite 150
and use of this drawing for any structure is the responsibility of the building Designer per ANSIfTP1 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.or ; SBCA: www.sbcindust .com; ICC: www.lccsafe.orq Orlando FL, 32837
Job Number: N333978 Ply: 1 SEON: 6985 / T9 / JACK Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 City: 6 FROM: RDP DrwNo: 239.20.1108.33777
Truss Label: CA JB / WHK 08/2612020
T
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 It
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP #2 N
Lumber value set "136" uses design values
approved 1/30/2013 by ALSC
Wind
Wind loads based on MWFRS with additional C&C
member design.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
12
6 � C
1, 11 "4
11 "4
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Pf: NA Ce: NA
VERT(LL): NA
Lu: NA Cs: NA
VERT(TL): NA
Snow Duration: NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Code / Misc Criteria
Creep Factor: 2.0
Bldg Code: FBC 6th ed.201
Max TC CSI: 0.196
TPI Sid: 2014
Max BC CSI: 0.025
Rep Factors Used: Yes
Max Web CSI: 0.000
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
VIEW Ver: 17.02.01A.1115.21
11'®eaasAa aQd� �����f.
\� q pbr t E 0 tl+
a°
a
o, 708 1
P r
r
.dy 7S 9� 0 0
"bF
T 4b rd
O r0
o++rsrf•aaae
COA
08/26/2020
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 143 /79 /148 /- /41 /8.0
D 11 /12 /18 /- /- 11.5
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
quire extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
t Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporarryY
BCSI. Unless noted olherwise,top chord shall have properly attached structural sheathingand bottom chord shall have a propperly
�d ceiling Locations shown for permanent lateral restraint of webs shall have bracinq Insalled per BCSI sections B3, B7 or 810,
e. Appyy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. kefer to
60A-Z for standard plate positions.
a division of
ss In conformance with ANSIl1 PI 1, or for handlingf, shipping, Insti
Ling this drawing, indicates acceptance of pro esslonaf engi
d use of this drawing for any structure is the responsibility
more information see this job's general notes page and these web sites: ALPINE:
his drawing,any failure to build the
on this drawing or cover pagge ,
ie design shown. The su!Cabllity
ALPINE
mlmcorov
2400 Lake Orange Dr.
Suite 150
Orlando FL, 32837
Job Number: N333978 Ply: 1 SEQN: 6986 / T19 / HIP_ Cust: R8975 JRef: 1WY589750037
,7A5/320 ,167EC ,R101 / 1672/ARIA/4EAB ELEV.0 Qty: 3 FROM: RWM DrwNo: 239.20.1108.33741
Truss Label: HJ7 TCE / WHK 08/26/2020
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BOLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�-- VY
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
MW FRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Value Set: 13B (Effective 6/1/2013)
Top chord 2x4 SP #2 N
Bot chord 2x4 SP 2400f-2.0E
Webs 2x4 SP #3
Lumber value set "l313" uses design values
approved 1/30/2013 by ALSC
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MW FRS.
Provide (3) 0.162"x3.5", min toe -nails at top chord.
Provide (3) 0.162"x3.5", min toe -nails at bottom chord.
5'3"5 9110"1
5'3"5 4'6"11
9'2"2
9'2"2
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct NA CAT: Ni
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Code / Misc Criteria
Bldg Code: FBC 6th ed.201
TPI Std: 2014
Rep Factors Used: No
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
Deff/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.040 F 999 360
VERT(TL): 0.111 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
VIEW Ver: 17.02.01A.1 115.21
08/26/2020
I
' 9.10"1
♦ Maximum Reactions (Ibs)
Loc R /U /Rw /Rh /RL /W
B 326 /154 /- /- /- /10.6
E 364 /84 /- /0 /0 /1.5
D 214 /177 /- /- /- /1.5
Wind reactions based on MWFRS
B Min Brg Width Reg = 1.5
E Min Brg Width Reg = -
D Min Brg Width Reg = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 -583
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing. and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an SBCA) for sa shipping,
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 proeer y
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply lates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. (Refer to ALPINE
drawings 160A-Z for s�andard plate positions.
Alpine, a division of ITW BuildincL Components Group Inc. shall not be responsible for any deviation from this drawing,any failure to build the •"mvconw�ur
truss in conformance with ANSI4PI 1, or for handlin shipping, installation and bracing of trussesA seal on this drawing or cover page _ , 2400 Lake Orange Dr.
listing this drawing indicates acceptance of ppro esslona engineering responsibility solely for the design shown. The suitability Suite Lake
and use of this drawing for any structure is fhe responsibility of the Building Designer per ANSIffPI 1 Sec.2.150
For more information see this job's general notes page and these web sites: ALPINE: www.al ineitw.wrn; TPI: www.t inst.or ; sack www.sbcindust .corn; ICC: www.iccsafe.org Orlando FL, 32837
Gable Stud Reinforcement Detail
ASCE 7-101 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00
Or, 140 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00
Or, 140 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
Ori 120 moh Wind Sneed. 15' Mean Heioht. Partially Enclosed, Exposure D. Kzt = 1.00
S
2x4 Brace
Gable Vertical
pacing Species Grade
No
Braces
(1) lx4 'L' Brace r
(I) 2x4 'L' Brace ■
rE
(2> 2x4 'L' Brace r
(1) 2x6 'L' Brace el
(2) 2x6 'L' Brace x
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
#1 / #2
3' 10,
6' 7'
6' 10'
7' 9'
8' V
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
-
S P F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' V
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
p
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' S.
12' 4'
12' 9'
14' 0'
14' 0'
J
S P
#2
3' 10'
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10' 11'
11' 8'
14' 0'
14' 0'
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' V
14' 0'
U
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' D'
14' 0'
14' 0'
_P
_
S P F
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
u r
Stud
4' 2'
7' V
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
QJ
O
I� r
Standard
4' 2'
6' V
6' 5'
8'
B' B.
10' 5'
10, 10'
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
0
9' 0'
9' 4'
10, 8'
111 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' D'
D F L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10' 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10, 2'
10, 10'
11' 10,
12' 7'
14' 0'
14' 0'
_Q
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P F
#3
4' 7'
8' 2'
8' 5'
9' 8'
10' 0'
11' 6'
12' 0'
14' D'
14' 0'
14' 0'
14' 0'
LD
U
u r
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
111 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
f� r
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' D'
14' 0'
14' 0'
14' 0'
X
#1
5' V
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' D'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 6'
10, 1'
11' 7'
12' 0'
14' D'
14' 0'
14' 0'
14' 0'
r
D r L
Stud
4' 9'
7' 4'
7' 10'
9' B'
10, 1'
11' 7'
12' 0'
14' 0'
1 14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
1 14' 0'
14' 0'
14' 0'
Bracing Group Species and Grades,
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standard #2 Stud
#3 Stud 1 1 #3 IStandardl
Dou las Fir -Larch Southern Plnerww
#3 #3
Stud Stud
Standard Standard
Group BI
Hem -Fir
#1 8. Btr
#1
Dou las Flr-Larch Southern Plnew.r
#1 #1
#2 #2
lx4 Braces shall be SRB (Stress -Rated Board),
■,For Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
values maybe used with these ,holes.
Gable Truss Detail Notesi
Wind Load deflection criterion Is L/240,
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load),
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang,
4ymm Attach 'L' braces with IOd (0.128'x3,0' min) halls.
About)
able Truss W For (1) 'L' bracer space nails at 2' o.c,
In 18' end zones and 4' o.c. between zones.
Diagonal brace optlon� )K)KFor (2) 'L' braces, space nails at 3' o,c,
T In IB' end zones and 6' O.C. between zones.
vertical length may be
doubled when diagonal 18' W 'L' bracing must be a minimum of 80% of web
brace Is used, Connect i L member length.
diagonal brace for 600# 'L'
et each end. Max web Brace Gable- Vertical Plate Sizes
total length Is 14', Vertical Length No Splice
2x6 DF-L #2 or Less than 4' 0' 2X3
better diagonal Greater than 4' 0', but 3X4
Vertical length shown i brace) single 8 4 tilt a NNIffN less than 11' 6'
In table above. or double cut !+, Greater than Sl' 6' 4X4
45' (as shown) at L 1 °%�/ + Refer to common truss design for
upper end. W*LW® °ae '/ peak, splice, and heel plates. ji
_ bl !ve�tl'a s Refer to the Bullding Designer for conditions
Connect diagonal at dnot addressed by this detail.
WY
mid pint of vertical web. Refer to chartbovea"for mnx nlei th,
DRAWING] V
..IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCWARNINGI— READ AND FOLLOV ALL NOTES 12NILUDING THE INSTALLEng Z 0' s REF ASCE7-10-GAB16015
Trusses require extreme care In fobricating, handling, shipping, Installing and br.cing, Refem t�4 nj 1,
fall.. the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo s tya ® DATE 10/01/14
practices prior to performing these functions. Installers shall provide temparary b—Ing p." BCSI, w µ
Unless noted otherwise, top chord shall have properly attached structural sheathing .nd bo chor p °"° DRWG A16015ENC101014
shall hove a properly attached rigid calling. Locatlons shown for permanent lateral restr.lnt f sb w3 f° i� 0 ° 1 w
shall hove bracing Installed per BCSI sections B3, B7 or BIO, as applicable. Apply plies to ea r°'"°
ALPINE of truss position as shorn above and pl a the Joint Details, unless noted otherwise, a®
Refer to drarinps 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any d-I.tlo r
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hondling, shlppin +Ogjpw9a MAX, TOT, LD, 60 PSF
AN ITW COMPANY Installation 6 bracing of trusses. �Plk
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional p(^]
514 Earth City Expressway engineering responsibility solely for the design shown The suitability and use of this dra►Frp ^7�'� tS/2,6/2020
Suite 242 for any str.ci—. is the responsibility of the Building Designer per ANSI/TPI I Sect.
Earth City, M063045 For more Information see this Job's general notes page and these web sites MAX. SPACING 24,0"
ALPINE- . walpineitw,comi TPI- www,tpinst,orgi SBCA- wvw,sbcindustryzrgi ICC, w.w,lccsafearg
Gable Stud Reinf orcement 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
Or- 160 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00
❑rr 140 moh Wind SCIeed. IS' Mean Heloht. PartiaRv Enclosed. Exoosure D. K7t = 1.00
S
2"Brace
Gable Vertical
pacing I Species Grade
No
Braces
(1) lx4 'L' Brace IK
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace WX
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace No
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' S'
8' 9'
11' 1'
Il' 7'
13' 3'
13' 9'
U
S P P
#3
3' 4'
5' V
5' 5'
6' 9'
7' 3'
8' 4'
8' 8'
10' 7'
11' 4'
13' 1'
13' 7'
I I r
Stud
3' 4'
5' 0'
5' 4'
6' 9'
7' 2'
8' 4'
8' 8'
10' 6'
11' 3'
13' V
13' 7'
O
H r
Standard
3' 4'
4' 4'
4' 7'
5' 9'
6' 2'
7' 10'
B' 5'
9' 1'
9' 8'
12' 4'
13, 2'
#1
3' 8'
6' 1'
6' 4'
7' 2'
7' 5'
8' 6'
e' 10'
11' 3'
11' 8'
13' 4'
13' 11'
J
Nt
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' 2'
8' 9'
9' 6'
10, 2'
12' 11'
13' 8'
�
P
Stud
3' S'
4' 7'
4' 10'
6' 1'
6' 6'
6' 2'
8' 9'
9' 6'
ID' 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'
B' 5'
9' 8'
10, 1'
12' 9'
13' 3'
14' 0'
14' 0'
S P P
#3
3' 10'
6' 2'
7' 2'
8' 0'
8' 4'
1 9' 7'
9' ill
12' 7'
13, 1'
14' 0'
14' 0'
U
u
0)
o
f�
StandarStudd
3' 10,
5' 4'
5' 8'
7' 1'
7' 7'
9' 7'
9' 11'
11' 1'
Ill 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'
ztt
S P
#2
4' 0'
6' 10'
7' 2'
8' 1'
B' 5'
9' 8'
10' 1'
12' 9'
13' 3
14' 0'
14' 0'
#3
3' 11'
5' 7'
5' 11'
7' 5'
7' 11'
9' 7'
10, 0'
11' 8'
12' 6'
14' 0'
14' 0'
D P L
Stud
3' 11'
5' 7'
5' 11'
7' 5'
7' 11'
9' 7'
10, 0'
11' 8'
12' 6'
14' 0'
14' 0'
Standard
3' 9'
4' 11'
5' 3'
6' 7'
7' 0'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1 / #2
4' 5'
7' 7'
7' 10'
8' 11'
9' 3'
9' 8'
1 11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P F
#3
4' 3'
7' 2'
7' 7'
e' 10,
9' 2'
10' 6'
10, I1'
13, 10'
14' 0'
14' 0'
14' 0'
U
r
Stud
4' 3'
7' 1'
7' 7'
B' 10'
9' 2'
10' 6'
10' 11'
13' 10'
14' 0'
14' 0'
14' 0'
O
r
Standard
4' 3'
6' 2'
6' 6'
8' 2'
8' 9'
10' 6'
10' 11'
12' 10'
13' 9'
14' D'
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' S'
7' 7'
7' 10'
6' 11'
9' 3'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10'
8' 7'
9' 12'
10' 7'
11' 0'
13' 5'
14' 0'
14' 0'
14' 0'
.--1
D P L
Stud
4' 4'
1 6' 5'
6' 10'
B' 7'
9' 12'
10' 7'
11' 0'
13' 5'
14' 0'
14' 0'
14' 0'
Standard
4' 3'
5' 8'
6' 1'
7' 7'
8' I'
10' 3'
10' 11'
1 11' 11'
1 12' 9'
14' 0'
14' 0'
Bracing Group Species and Gradesi
Group At
S ruce-Pine-Fir Hem -Fir
q1 / #2 Standard #2 Stud
#3 Stud q3 Standard
Dou las Fir -Larch Southern PInewilm
#3 #3
Stud Stud
Standard Standard
Group BI
Hem -Fir
#1 6 Btr
ql
Dou las Fir -Larch Southern Plnerlxw
#1 #1
#2 #2 71
1x4 Braces shall be SRB (Stress -Rated Board).
■rFor lx4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values may be used with these wades.
Gable Truss Detail Notesi
Wind Load deflection criterion Is L/240.
Provide uplift connections for 100 plf over
continuous bearing (5 psf TC Dead Load).
Gable end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
,ly. ' j� Attach 'L' braces with 10d (0.128'x3.0' .min) malls.
able Truss )K For (1) 'L' brace- space malls at 2' o.c.
In 18' end zones and 4' o.c. between zones.
Diagonal brace optlon� )K)KFor (2) 'L' braces- space nails at 3' o.c.
In 18' end zones and 6' o.c. between zones.
vertical length may be T
doubled when diagonal IB' 'L' bracing must be a minimum of 80% of web
brace Is used. Connect L member length.
diagonal brace for 775# 1 - 'L' - - - at each end. Max web �I Brace Gable Vertical Plate Sizes
total length is 14'. Vertical Len th No S Ilce
2x6 DF-L #2 or Less than 4' 0' 2X3
better diagonal Greater than 4' 0', but 4X4
Vertical length shown brace] single 8 1 tfiT#Sl tlrpjr / less than 10' 0'
In table above, or double cut
45' (as shown) at L 1 �'s/ + Refer to common truss design for
upper end. @ tl 1 peak, splice, and heel plates.
` + °a , Refer to the Bullding Designer for conditions
Connect diagonal at e® ° not addressed by this detail.
midpoint of vertical web. Refer to chart 0:10V °for ax gabt ve tl le~ th,
—VARNI—IMPORTANT FURNISH HIS n�RAnDi,GF°o n�L ALL NOTES INCLUDINGTHETiIE DU INSTALLERS ® ' REF ASCE7-10-GAB18015
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe t%png a
follow the latest edition of SCSI (Building Component Safety Information, by TPI and SBCA) fo s ,�tys • DATE 10/01 /14
practices prbr to performing these iunctlons. Installers shop provitle tenpororyy bracing pe BCSI. w .�,
Unless noted otherwise, top chord shall have properly attached structural sheathlno and bo n chord AF d4 a , DRWG A16015ENC101014
shop have a properly attached rigid ceiling. Locntlons shown for permanent lateral restrolnt f s�sp° f"11 l;.d
shall have bracing Installed per BCSi sections H3, H7 or BIO, as applicable. Apply plates to
ALPINE of truss and position -Z for
above plate n the ions. Details, nlesr noted otherwise.
Refer to drawlnps 160A-Z for standard pin{e positions.
AlPlne, a division of 1TV Building Components Group Inc. shall of be ponslble for y devlatb r o+@a �oa®®` .�
this drawing, bracing
in of to build the truss In conformance with ANSI/TPI 1, or for handling, shlppinp MAX, T❑T, LD. 60 PSF
AN ITW COMPANY this drawing,
1. bracing of trusses,
A seal on this drawling or cover page Usti g this drawing, Indicates acceptance of professbnnl /q.
514 Earth City Expressway emgg hwerlr,responsibility solely for the design shown The suitability and use of this drnwbg tt� /26/2020
Suite 242 for any structure is the responsibility of the Building Deslgrwr per ANSI/TPI 1 Sec2. 1
Earth City, MO 63045 For more Information see this Job's general notes page and these web sliest MAX. SPACING 24.0'
ALPINE, www.mipineltw.com) TPI, www.tptnst.orgi SBCA, wwwsbcindustry.orgl ICG wwwJccsafe.org
'T
Relnfoi
Memt
Go
Tr
Gable Detail
For Let -in Verticals
Gable Truss Plate Sizes
Dproprlate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
to that covers the total area of
apped plates to span the web.
„ 2*2X4
2X8
rroviae connections ror uplir-t speciriea on -tne engineerea -truss aesign.
Attach each 'T' reinforcing member with
End Driven Nallsi
IOd Common (0.148'x 3.',min) Nails at 4' o.c. plus
(4) nails In the top and bottom chords.
Toenalled Nalls,
IOd Common (0,148'x3',min) Toenails at 4' o.c. plus
(4) toenails in the top and bottom chords.
This detail to be used with the appropriate Alpine gable detall for ASCE
wind load,
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 g ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A1603CENC100118,
A18030ENC100118, A20030ENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENCI00118, S20015END10011 ifif/
S11530ENC100118, S12030ENC100118, S14030ENC 30 100118f,111
518030ENC100118, 520030ENC100118, S20030E 01 a•w Q�Dpew,b��,�Ow r
See appropriate Alpine gable detail for maxlr _I 1i 11122gE eh0q �
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail X- Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
Length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grade of the 'L' reinforcing member,
eb Length Increase w/ 'T' Brace
Example
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP k3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 30% = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
'T' Relnf,
Mbr. Size
'T'
Increase
2x4
30
2x6
20
INGI.- �LRAVING AD AND TO OW ALL NOTES ON
U. `''�` `
REF LET -IN VERT
ssINP1>RTANTs�R1RNISH THISVAR
ALL CONTRACTORS IT"icl�unlRi"rG` T7H°iaE 1NSTaLI.ERs
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe" tt�pn�,
p
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCAI fo 1. tit
O s
DATE 01/02/2018
BCSI. o
practices prior to performing these functlons, Installers shall provide tamparary bradng bp.!
Unless noted otherwise, top chord shall have properly attached structural sheaihlnp and ba m �ha
shall have a properly attached rigid calling. Locations shown for permanent lateral restraint f sb
p'p �q =
!"t i t.4 • P4..
DRWG GBLLETIN0118
m
shall have bracing Installed per BCSI sections B3, B7 or BIB, as applicable. Apply plates to ea
of truss and shown above and on the Details, unless noted otherwise.
a ,[[�� �•
ee
ALPINE
Ipng. 60 -Z
Refer to drowlnps 160A-Z for standord plate positions.
ions.
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for an yy devinib r
aaae oee `ice
`
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shlppin
oep�,pnoa (°„
MAX, TOT. LD. 60 PSF
AN ITW COMPANY
514 Earth City Expressway
Installation L bracing f trusses.
A seal on this *owing or cover page listing this drawing, Indicates acceptance of professional�i
engineering responsibility solely for the design shown The suitability arwl use of this drowhg
�ti. V
DUR. FAC. ANY
Suite 242
for any structwe Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
��aa>g�/26/2020
MAX. SPACING 24.0'
Earth City, M063045
notes d
for more e and these web sl as,
see ipinst.orgleSBCA,
ALPINE, ww atpinetwr.coml TPI, wwwtmation
www,sbcllnneral
st yxrgs ICD wwwk safearg
4
'T
Relnfoi
MemE
Go,
Tr
Gable Detail
For Let -in Verticals
Gable
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates,
vertical plates overlap, use a
to that covers the total area of
lapped plates to span the web,
e, 2X4
2X4 2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nallsi
IDd Common (0.148'x 3,',min) Nails at 4' o,c. plus
(4) nails In the top and bottom chords,
Toenalled NaKsi
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 Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 Gable Detail Drawings
A11515ENC101014, A12015ENCI01014, A14015ENC101014, A16015ENC101014,
A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014,
A11530ENCIO1014, A12030ENCI01014, A14030ENC101014, A16030ENC101014,
A18030ENC101014, A20030ENC101014, A20030END101014, A2003OPEDIOID14
S11515ENC100815, S12015ENCI00815, S14015ENC100815, S16015ENC100815,
S18015ENCI00815, S20015ENC100815, S20015ENDIODB
S11530ENC100815, S12030ENC100815, S1403DENC '}C 03 C100 N1*
S18030ENC100815, S2003OENC100815, S20030 00� ,'3w2QQ"tICI F B
See appropriate Alpine gable detail for maxlr •d,'6gF
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe -nail - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specie, and grode 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 = 3x4
'T' Brace Incrense (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
WWURTANT.. FURNISH THIS DRAWINGVARNING1-- READ `OLL13W ALL TO ALL CONT�RACCS IN THIS DRAWINGI TORS INCLUDING THE INSTALLERS) 0 �` f 110 i REF LET -IN VERT
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refe`" n� r
follow the latest edition of BCSI (Bueding Component Safety Information, by TPI and SBCA) fo s tya • .,, DATE 10/01/14
practices prior to performing these functions. Installers shall provide temporary br•cing pe BCSI. • r
unless no otherrise, top chord shall have properly attached structural sheathbnp and ion m cha A'r = DRWG GBLLETIN1014
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f s • .
�7 II�� shall have bracing Installed per SCSI sections 33, B7 or B10, as applicable. Apply plates to ea • [,
I I �� of truss and position as shown above and on the Joint DetoOs, unless noted otherwise. ✓ •
Q I IL__ LLLIII Refer to drawings 16OA-Z for standard plate posltions. a m� ( • Y "
Alpine, a division of ITV MAIng Components Group Inc shall not be responsible for any devIwU. r a•ww w •.s•®
AN r1WCOMPANY this drawing, any inguof to sued the truss N conformance with ANSI/TPI 1, or for hnndUng, s.ppin 5� •w.n° ° MAX, T❑T, LD, 60 PSF
Installation , any
fall of trusses. V `'y
A seal on this r►-n•Ing or cover page Listing this drawing, Indicates acceptance of
13723 Riverport Drive engineering responsibilityesure .oelyy for the design � � suitability andigner per i of fec� dm `'gam r� mans�t ''" /26/2020 DUR, FAC. ANY
Suite 200
Maryland Heights, MO 63043 For more Information see this Job's general notes page and these web sitesi MAX, SPACING 24,0'
ALPINE. www,alpineltw.comi TPI. www.tpinst.orgl SBCA3 www.sbcindustry.orgi WC, wwvjccsofeorg
a
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.
�** 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,
12
3X4
12 Max,
2X4 X4
8-0-0 Max
4X4
12
12 Max. I
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with,
properly attached, rated sheathing applied prior to valley truss
installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design.
XXW 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'.
2X4
Valle
Spacing
Pitched Cut Square Cut Stubbed Valley
Bottom Chord Bottom Chord End Detail
Valley Valley
y
/
Corm
I
1X3 1116-0-0 \
1X3 (Max Spacing) 2X4
1X3 5X4/SPL _1X3
20-0-0 (++)
Supporting trusses at 24' o.c, maximum spacing.
Stsaastnzuaaritr�l,
Commo
Lo
�x o®rsrewr
� a
4X4
Optional Hip
Joint Detail
TnU�se�
Partial Framing
Plan
-KWORTANTw� FURNISH THIS RAVING TO ALL VARNING-4 READ AND FOLLOW �CWRACTDRS INCLUDI GL NOTES [IN TMS �THE INSTALLMf ® NG ° U. �''"' ` 5 ILL 30 30 40PSF REF VALLEY DETAIL
Trusses require extreme care In fabricating, handling, shipping, Installing and brncing. Re - a a TC DL 20 15 7 PSF DATE 10/Ol/2014
follow the latest edition of HCSI (Huldlrg Component Safety information, by TPI and SHCA) i fe s
prncticas prior to performing these functions. Installers shall provide temporary bracing BCSI.a
Unless noted otherwise, top chord shall have properly attached structural she a hinp nn b ton ch d pp�y /�r`�$q o BC DL 10 10 10 PSF DRWG VAL160101014
shall have a properly attached rigid ceiling. Locations shorn for permanent laterrl restraln of b i'ii 4J
® shall have bracing Installed per SCSI sections 33, B7 or BID, as applicable. Apply plates to e h e'er w® {, BC LL 0 0 0 PSF
ALPINE f truer and pp s 16D as shown above and on the Joint Details, unless noted othvrwlse, d�FF .G
Refer to drarings ion as for standard plate positions, s0 ¢ s,p' e, '
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for y devlatl ssn 1 asp' r'^t g� TOT. LD, 60 55 57PSF
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipD1 aoswn pre
AN ITW COMPANY Instollatlon s brncing f trusses.
A seal on this drawing or cover page listing this drawing, Indicates acceptance of professlonW �26�2020
514 Earth City Expressway engineering responsibility solely for the design shorn The suitability and use of this drorYg DUR,FAC,1,25/1.33 1,15 1.15
Suite 242 for any structure Is the responsibility of the Bulding Designer per ANSI/TPI 1 Seez
Earth City, MO 63045 For more Information see this job's general notes page and these web sltesi SPACING 24,0'
ALPINE, wrw.alpinelt—on) TPI, rww.tpinst.org) SBCA, wrw.sbclndustry.org) ICC� wrdccsafe,org
I VALLEY FRAMING & BRACING DETAIL I
i
R
B<
01
Lumber Size and Grade-Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a.
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building -designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height. 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B, 1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® "CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
ce the crippes for each row starting from the valleys or sleepers
working inward to the ridge board so that cripple locations are
gored between rows.
ITYp)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(*e) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
4 16d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails .
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cripple to purlin
316d toe -nails
BLOCKING NOTES 13. Collar beam to rafter 4 16d toe -nails
CRIPPLE, BRACING, &
NOTE: 16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Iong
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T' or scab reinforcement nailed to flat edge
of cripple with 10d f0.128"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.
,Jarrow 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�+fgy
Nails are common wire nails unless noted otherwise.
(A) (B) (**)
—WARNDX3 s R£AB mo ruLLov ALL FATES ON TM MAtfari • • LL 20 30 40 54 REF VALLEY FRAMING
--WWWANTa FUR = DUS WAvaa M ALL CDNIRACMRS RCUMDrG TIE MTALLM e = -
Trusses require e'er, -one care In f°bli-tine, h—di"R, hIpp"R, ".t°ta"R and br c"° Refer to m'd • * DL 10 20 7 7 DATE 10/O1/14
fdtor the latest edition of SCSI Uk&dit Coiponent Safety Infornatbn, by TPI and SBCA) for saf • C •
practices prior to perfor"Ino these functions. Installers shatt provide tenporary brar�R per B STATE OF J r
tiiess noted otherwise, top chord shatt have property attached structrrat sheathtnp and bottom . Q OC DL 0 0 0 0 DRWG VACNV1801015
short Faye a properly attached rlpd celkho. Locations shorn for permnent taterat restraint of
d f7 �r� rF� of have FxwcYq lonInsass per ab sections an the
J or BLe, as untessbna Apply plates to each fa . _ A
o luj�\vl l of miss and p gs 16D as for
above pt on tos Joint DetnRs, unless noteal ather.ke. :! � R � O.•. • • c`
Refer to drovMhps IGOA-2 fr standard pint[ posltlona �. /`_ •e ` e• %C LL 0 0 0 0
IJJ ITWO�MA�NY t=, a eNslon of rTv Buidlno Conpments Group Inc shna not be nsponsbtr F �dr non �s rdal..er•• '( s,� ,A�� TOT. LD.30 50 47 61
rip, any fature to bulid the truss In confornance with ANSVM 1, or for �7 V
Installation i brodno of trusses.
A seal on this dray �e er cover poor Ds** this drahtp, tsacates ocuptanc�e of pnrofesskrhol
r e`r�tsy hey for � desbn shown. The a� u=< ��tEtt DUR. FAC. 1.25/1.15
13389 Lakefront Drive far m rr.c'hrwh Ic M'e rvspor�ifty of the ud►q Ileslpwr pR ANSL'M 1 Sect' /�
Earth City. MO 63045 For mare infornwu T see wthisAp Jobs ornrot hates pnu and these web clam bt �IYAIL
g—SPACING SEE ABOVE
NPDE, malptxltr.conl TPU rn.tpkskory SH174 err. ndustryarol ICO rrr.hsiafrdro V L