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REFER 10
PACK {
CONNECTION.
.1
TYPICAL 7' SETBA
CORNERSET LABEI
AND SPACING
SHINGLE RO
6
A
3/ —
_ _--�10
PLUMB HEEL 2
r-
ll, A
f -lli �M�e /�Aa444J^n
r LI L twL0 d 17 3 19 I-
NOTE-
1ULTI-PLY GDOE]R COQ(ECTER
ALL PLIES SHALL HE FASTEND TOGETHER GO.TS. NAILS. AND OR SCREWS)
PRIOR TO DWALATION AND BEFORE ANY LOADS ARE APPLIED. PER THE
IN
DO NOT CUT 13R ALTER TRUSSES WITHOUT CONSENT OF THIS OFFICE HACK
CHARGES WILL NOT BE ACCEPTED WITHOUT PRIOR WRITTEN APPROVAL BY MR
SERVICE DEPARTMENT AT CARPENTER CONTRACTORS O" ANERICA. ING
6n-293-94W
NOTE
ALL IEARDO WALLS MUST BE ADEQUATELY DESIGNED TO CARRY THE LOADS
IMPOSED BY THE TRUSS OR TRUSSES, AND MIST BE RFLALE AND IN SER
HEFOE THE TRURE SSES ASET IN ORDER TO AVOID REPAID
Labeled End Mark
Total Truss Quantity = 69-
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
Oe General Notes
1) Al p.dr dad hmq M! 1,am am rM
dN�. Urn. - -, dad P-t* P*W 7—
fa ba Yrd.d girt rb up
2) 10 be SWIM N1= W. anrltd7a
3) M bm ,tpMIM Y 24' O.0 wha oMmflabd
76.
4) AV If= Pic• , IR I BM-81 t.cvMMdaBm
tttari*= wi O.C. a an WM to
be ttItd A a tna I of 2W I I act
X-bt.M lhmd,aR 9w drueam
FMmw t/t m BI9-Bf far aT a0lond haft
dddL
ROOF LOADING zzSCHEpDUL
TCLL 8CIl = 70 PSF
_ •
BCDL o 10 PSF
TOTAL - 87 PSF
DURATION = 125 X
WIND SPO/TYPBss 160
ENCLOSED
BLDG EXPOSURE — C
USAGE — RE9IDENTLIL CAT H
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FTIC 2020
TPI 2014
Truss member desi & ewn-tar plat.
are doip�d 11, %7-1E and —i-m
tote. 6om hotb romp_. and eladdmp
and main wind force misting sysk—
• These trns5. bate I)een IeVIC1YCd f0 tally an
additional 100 psfnor-to uncut bosom chord live
Imd
FLOOR LOADING SCHEDU
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIMM FOR
SHINGLE
AIL REAMOM AND DPI1618
AID SHOW ON ENGHOERIING
WALL LEY
oe•—e-
® o
OESCIMMON wir. DATE
M.
0. •a,r la7. a.a wa
LII/N
�
W 1•V Vr Q T Nlf
f/J7.1{
Q
07 7i r110 V= w
7mm
IQ
tt! 0
aAVD
R
,t7rtttaMM Wa Ma W
LMN
A
Mi R iR1111 tndtW
MIMM
IS
1 1 t i
01
�-��— CARPENTER
j� CONTRACTORS
OF AMERICA
3900 AVENUE G. N V.
WINTER HAVEN FLORIDA 338M
PHONED (SOO) 959-8806
FAX, (863) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECTCREEESIDB
ODE ML 1672/ARIA/4EAB
CCA
7AS/P32 67EDEL/ANT
ALT DESC
OTC 9508 POTOILAC DR
LOT 117 BLOCK
DESIGNER
PAGE
S
1
3
29 17
'N#333988L
1 4 "=1'
W
J
ENGINEERING PACKAGE
Builder: P�R HORTON / STATEWIDE
Project:
Model/Building:
Lot Alt:
7A5/320 CREEKSIDE
67ED
Lot:
Address:
................................... ..................... ................ ............. ._.............. _................
.
JobNumber: 1\1333986
...................................................................................................................................
Block:
Unit:
Revision Date: New Load #: RH01
4
�® CARPENTER CONTRACTORS OF AMERICA INC
e®
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
ALPINE
March 13,1019 ANrrWCUiPARY
Mr.
r. Bob: Michaelis;
39b'b Aven.u6. G, Northwest
Winter Haven,,rL 33.660-6201
Re: Alt t . flations..for 6 single pl�. carried truss with a width than the hanger width, arid.-
� . erpative *Ins a I '. . . .: .. ... less the
full design loqd'vAe-far Iace!-mduhtod.*hangera adhment 'o'n". a one .nglqpchleve tt epy
.supporting girder (Reference Mail WA3M2);..
Dear Bob,:
:F&-a single ply carried truss with a width 16§s than the ha'nger. width you can .irisl4l - l .a. prefabricated jack
scab .truss: '
for Yvo,ofiller 1516C'ipg 11-he chord sjzes,:.chord, grades, and AlpirTb:.;Cbh'ni��btbr.plbitiE�(s) to
d..
be -the. seirrie'asthe 5iftgli�:01'y'.Carrie�truss. The prefabricated .lack :scab truss .(-):W,iiI have a..minimum
.length of 0'and will have a. minimum pitch :of:5/12.. The single plycarriedITuss shall hav6.4 reaction of
..
ac rows: 0.1*28"x3.0"'GUn Nails ait'2'
3,.500#orlei�.S.Attach.r)refeibdc8t6d.j kscab:tross.withtwo.�2) roW
0 -,0.pery4 .stagger6dl":(SL-e'Fi'g"Lie'e'lbdlb*).PI6as6..r6f6r*t6th&Sihipson8irona�TieC-atal'o
2 i 01 ; page 216 Figure 3 for more ie information;
o rmation.
Figure I
Fora single -pi'', itd thatrequires wood blocking to,'bdhiove�Uldesignlo�ady lub-forface-mounted
. y,g er! . 9 a.
hangers attach one wood- b . back face of the I I gi,rdqr with the same sizie.. and
.gAr§ lock to the �e. single ply t
gradet..�it'the'bottdm.-r,hbtd,of.'tho.si.nglo.ply girder. The.7wodd:block lengthtobe. s.Ubhthat *AhewbCid
b blocking -extends to each adja'q&nt'panOl points . . :(webs Afid b6#6mi-ch6(d intersections);. Attach wood
with two....'(2) -rows -qf n Mi s at. per block,-: N 6 Q e row,. staggeted 3.0" applied to the
6760 Forum Drive Suite 305,- 0 ando; rL 3_2821 -- (80O-5*21-97'90 422-78685
mwmatpineitm,com
ALPI-NE
single ply -girder fbcp; with an additional (20) 0,1-2$"x3*1.0"Gun Rails at:epchpanel pint appfiedto 'the.
wood. biock.fade (See rk Ut -.2 alog. - 2 e.. WOW .Pleas6 rd1brto theSim0Sbb.Stfohg-T-ie Catalog C-C 01 9i
-page 216,. fldfe.Tfor more iriftirmatibri.
.... ...... .. ... . . 1 ..... ... .... .. . ......... .. ... ....... ........ ... ........ ... ... .. ... . ... ___ ........ ... .. .... .. .. .. -- _ . ....... ... ..... .. ... .. . .. . ....... .. ......... .... ......
The application of prefabricated jack scab truss for' *wood fille:tailodking':or wood blocking .t.o.: ach,ieve. fUll.
design load value lue for face -mounted hangers, Must be.apprpved by the. hardware manufacturer.
Ail edge and end distances, a.hd '1--spacing *f . or all . nail connections trust be suffibi6nttd OteVen't.qAttincl of
"wood.
If I C assistance: , an.be, of any further or if you . .. . you have anyque tions. please give me a call..
H,
STATE d-F
:William H. Krick- .P.E.
Chief Engineer:R.
AlpineanITW Com*pany
Engineering.Pepartmerit.
Orlando, FL
6750* F6rUmf - DHV&. Suite '306-,:Orla*n'd6,..FL.3282.1 - (800).521-9790 - (863) 422-8685
Wvv*aipiipeltwcorn
lil
ALPINE
&14ffwcw~
April 263,2019'
Mr. Bob Michaelis
Carpenter Cohtradtors of Arneridzi, Inc.
AvenueG-; Northwest
: st
Winter Haven, FL 33880-6201
Dear. Bob,.
.R6" Str1oingback bridging: on fb6f trusses.
I understand there is some. concern over our fe 66mmendati6ns f6rstr6bbback bridging on rooftrusses..
Sfrongback bridging for roof trusses is not. a. requirement p.f:ANSkTpl 2014 nor is it a requirementofthe.
Building Component -Safety . information (BCS.1). .But sfro'ngback bridging on roof. ..trusses is
o t tt S n' k bddgi*hgs the.--._folIQw.irjgjWo,..
pen _es
...-m-cornmPrided by Car . *_C -h1r 6 of.: tr6 Oat, serves
f unctidns:
One, bridging aligns the bottom -chords ziter-thpy-are- set: othey are u i along thece ling
fine And heio*s"%'Vithteiiihgsorvideibility.
Two; bridging reduces relative deflection of. adjacent. -trusses,
Strongback bOdging''.doe' s: not: prevent or reduce -overall indiVidual deflection, espe6ially any roof trussesr
........ . .. . .... an inch. . ..... .... .............. ... .. ........ . . ........
.. .. ....... ........ ..deflectMgrq th... ... . 1/4" ___
Sirongba*- bridging in roof. trusses doe's not serve as terhoorairy or permanent bracing .and is not.
.intended to .distribute. or share design loads, -between trusses. Consequently', no de idh load' have:
been accounted for with tW-detail and continuous &ohgback'bHdgihg "should . h6t.b : be:attached between -
common. And J'irder trusses. The use :of strongback bridging' shall not. `interfere with other, design
considerations as, specified :by the Engh6e(Of Record or the Building Des.g.ner.
The outer ends of the bridging :shall be. aftached..to a wall .:or another:secure end..restraint,. or
a.s.specified'.by th6 Enigihee'r of Record dr.thd Buildino,.Desi0n&r.
Strongback bridging shall. be -'a. minimum :of 2X6 borbinat lumber. oriented With the depth. vertical:* Attach
with (3) 16d common. nails (0.162"x3 511 nails at. each intersecting mi ember. When. extending the
strorigbadk bridging overlap by at. a.minimum of two trusses., The jocafiP4 of this: qtrongback: bfidging.
maybe specified .. �Py*,t e r Record, or
a' h Truss Manufacturer,. Engineer of Building Designer.- Please refdrto
BCSI "Strong
backirig'Pr.ovisions"or�ioApin'e:STR k-18k.1-014 d6f2M for more. information. The graphic
shown ,(Fidur*&- 1) isf6rgenerldillottrdtfive purpose only.
,6760 Forum DrIveSuite 305, Qr%ndo, FL.32821z - (600) 521-979G - (863) 42M685
ALPINE.naexuv
I A ji V... U L- i.:." -L L- `A I . I !.. —; j
O(A-S -Not
Figurej.
'if I..can .bb of any fur ihi§tassistance' or -if - you ,hgve:-.and questions; please give. me a call.
Williait: He,Knck- 01-.
qbief'.E-pgi.p.eer
Alphe an ITW:.Cqmpany
Engineering e**ht
. . -g
-Q&n.dot, FL 3282�
-67-60 - Forum Drive Suite,305j GrI6'd6 FL 32821-; (800).5211 790 - (893).422-8685'
STRO.N(33ACK :$R-IEIGING
BUTT.STRDNGBACK
BRIDGING TOGETJIEI
4
ATTACH SCAB WITH 10d:BDX/GUN
"0" Z.i6. MIPS!x3-0' WAILS IN.R ROWS` AT
;SCAB .61 D.C.
NOTE! 1N LIEU::OF; SPLICING. AS"SMWN,
LAP :3 AT TR13NGBAdK BRIDGING MEf4BERS-
FOR: LEAST ONE XRUMM. ACING
STREINGBACK BRIDGING: '.SPLTCE DETAIL,
VRONG'BACk DR-MG-ING ATTANIVIIENT ALTERNATIVES
AN ffWMMFkl
ormftu*a
4ai&G.M0630m
or
mob
RECOMMENDATIONS
to- All sc(X:b.-.on blocks shall, be: -M Minimum, P-X4
'stress gf ACIed lumber,'
to -All strongback bridging .and bracing shaft be:
minimum 26 's
tress` re5s die'd lM ubq x*
No-The p'urp.ose of strondba.c.k brlclblhg. Is, to
develop load shO-Ing between in-clIVIdLidt truss -es.,:
res.LdtInb In dn ;oyer (xlf lh&Odse In -the
StWfne-ssr.:of, -.the.- floor system: 2x6'
stl^ongback brIdgin1g, poki-flohed. j6Ls-. �s.hibyh In
Cletalls, Is recommended .at .�10' =0` o.c. (max')
terms: 'brWbInd.' 'and -lb'r',O.Clhg :are some -times
mistakenly' •use&Interchangeably.
-
Impqrtcm*tstructural r4etjOlremen-t--of .any floor
or roof system,
m, Refer , - to. the Truss. DOsIgh
*L
UDD) f br the; ,bradn-g re'.q*uIr'-'ements f6r
each indIVIO10-at truss component,ac.
i particularly 's-trongbqck!;1d.rIdg!t?g` Is _a<
rec6mmiehciatjon for 'a truss system to. help
cor.1troL.vibr.ation. In: addition': -tb--cddIhq.'In the
dI-5tr.1b.UtIon of point loads betweeih cxdja-cent
�truss, -strongback bridging 'I 'dgIng serves % to. reduce
NG
4TS
n
14 mW
a Paw
bounce. Or resia.Ual vibration: reoyltlng: from
Moving pot.n*t jl... ouch as foots.teps:
The OerformancO.- of 'a1.1 . floor :systems
tems -are
-
enhanced by. the. Installatfoh Of strbtig'back-
brIcIgIng and therefore 1s. strongly recommended
by Alpine,
For additional jnfoPhatlph regqrdlog. strongboqk
9
brid Ing, refer t''-,B!CS!'KDu'ILcI6g* Component
Safety Information).
o/3 M6•*a';
LL; F
p 'PSF RE -STRI
T DL- PS17 WE 10.oi
N6. t861. S;
IDL P-SF- DRWG STRE
STAITEJ F -
ayLD, PSF i
w
"&. . � ..
DE AIL
. . .. .... .. . ... ..........
A'XLCETS, 'OF C.QNS-1 WbT:10�1 A-ATE-4-1-Al. 'WF-1614INC; MORE
qTF Jh
kw, doo A iwE�- IQ
4.4g
'Is. -;R OU I A*Ed
AL.
NTAATE.-L.*O . ...... Q-N MA'T I
.
D X.-Mum
6 T 13 OVER
Ar -n-A PALL 011
SEE -APPROPRTATA': AL -Pt, - C `-ORARVO FOflL.UMrXR. P L A T 58 Am U.'
-OTHP OXT-A NPT-.-PMw -V
A .�T:r
ffhv 1. AL -010 LARQR-
Af
-AT]
'1 '12 lape , I su PLIE MI_A
in b.rluk "38-p-
:2*
'A.":.: -
-
bE
4X .2 _C40
-RUS DRING
PO!�TS ::4 0
?M .PA w;
-t2
ALP
VLE- NON
T
N6 a
A,
T
Cracked or Broken
This drawing specifies repoirs for a truss with broken chord
or, weld member.
This design Is valld only for single ly trusses with 2x4 or
2x6 broken Members. No More them one break per chord panel
and no more than two breaks per truss are allowed.
Contact the truss manufacturer for any repairs that do not
comply with this detail.
(B) = Damaged area, 12' max length of damaged section
(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. - Applyy one scab per face.
Minimum side member lengths) = (2)(L) + (B)
Scab member length (S) must be wlthln 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 staggered.
Nall using 10d box or gun nalls (0,128101, rlln) Into eaph side memberl
The maximum permitted lumber ggrade for -use with this
detail Is limited to Visual graole 01 and MSR grade 1650f.
This repair detall may be used for broken connector plate at
mid -panel splices.
This repair detail may not be used for. damaged chord or web
sections occurring within the connector platy area.
Broken chord may not support any tie -In loads.
Member Repair Deta(l
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#
800#
Web Only
2x4
18'
975#
1055#
1295#
1415#
Web or Chord
2x4
24'
975#
1055#
1495#
1745#
Web or Chord
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
3
1910#
19600
2315#
2555#
Web or Chord
2x6
2230#
2365#
3125#
3575#
Web or Chord
2x4
36'
2470#
2530#
29304
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
43950
4500#
5225#
5725#
Web or Chord
2x4
'48, .
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
S• Hlnh�un
L Dktnnee
' B
L --! L L
4' o.c s
�Typlcal f•--
L
+ O + O -F O + O ; L
O ^I O M O # O { Hhinun
L ,Distance 11
St2'
agger L
rBack Face loci Box (0.128' x 3', min) Nallsl
o = Front Face 2x6 Member, - Triplee Row Staa9 ereeci
NNnun g L
Nail Spacing Detail L Dleionae
taVAMNSON READ AHD f0.UOV ALL NOTES DH THIS MVIH01 REF MEMBER REPAIR
WNWOtRTANTrw IrURNISH THIS DRAVDG TO ALL CtONTR470R3 INCLUDING THE INSTALLERS.
Trusses require awtrrne care In fal,rkatlno, hotvAft, sNpp}w, Installlro and Irodna Refer to and DATE 10/01/14
follow the latest v"an of 3esi duRdHp Conporrnt Safwty lnrror.otlon, 6y TPl and SDCA) for safety
pf•n Zes prlor io perforiJnil thepe funrllons. Instollsrs .hall provide tenperor hraeNp pr
IlNiss noted otherwbe, top ehortl shall hava properly attached structural sMaroNnp and botton sherd DRWG REPCHRD1014
y shall hove a properly oitacMkd r,•l�aW 4.1I,,�. Laeatlo a shheen For pernanent lateral rostroht of re s
ALP
of Il hove and
pop hstas S Par abo sand an ih J or Met as Un*sobra Apply Plates to end, face
truss and poslikn as shorn above end on ihr Jolni DetoAs, W ass notedd otnervlsr.
Rehr to drowk.ps 11MA-2 for standard plate positlans.
Alpha. n dNblan of ITV IURdIn Conpanents Dro Inc. shell not be responsible for an yy devlIa}lea Fran ,
AN RYy PANY SNss dror4+y any fakure is bullepihe truss In con wnance with ANSI/TPI 1, or for hondMp, >hiplan
Mstollntlan f.t�•odtp of ir4riee. -
A ssol•m AMe ck-i p or cover pa lia•ek.p this draehp. Indicates aeFePtatlee of proPrsabnsl
.npbw.R respo flAq solely far, One d.slan shorn. The su♦tabllty and use of •VH% draoft
1733p Lakehonl Ddw for any structure Is t)u rmiba 0.Hy of vW Nmlcgtp Deslpner per Atlanrl t Sec.l.
EaAhcky,MO63045 Ier Men Infarnaikn set this penerot notes ppapa and Zhese rob sltesi SPACING 24.0' MAX
ll _ ALPINO sa,al nflte.eenl TPU vre.tplr�etorpl SDGb wwsbelnduetryorpl ICG wvr�eesafs.erp
111
VALLEY FF A IMF
Lumber Size and Oritcfe-Alnumm Requlmmq�nts.
I,`00,0:Vr better
UNDER VALLEY -FRA"MiNG
IALgif RAFTF-P,.OR FU0qE
41-M"Idr-30 Psf tM)'And 2PLE 0 p Dj Max.
•(-T
1Pa,Sf
laIr
44 90 A
SP.Ce. pe�.Inra#oh rowlvUlft§ fr." th4,vdll2ys
:.-,, - - - - - , -h- . iw'i�atcrl te focations are
klht: rdt*-Uf43.9d§o- P6 iffdwcr)
tw
stagger64,be. e�qq rows..
F\ :r 4c.
0 -C:mP.)
:$EC`1ION CUT PAifALtEL TO LEY RAFTER
P
7-11
7,
BOARD COLLAR GEAM.•EVERY TIORD,
(M) FAR -or mFMRS
VALUE:
'
nt -1 .a'Note's
3 01)
7- C.
EE c P W 1 2:.
Attach?fient-0AL) tria4le -diredtly
3. cilP d6i416dUe-3ft
AMB CKI
ffiddthi
cla wrl-fa:-ails
RLPPLtS
'4-,o-;.TY.PlqAL *4!-o -fyFR AL- 6 -fxPi4L-•
4. Raft&
01 WIRY
steeper$.' 5
S. -sidepa k6F trtdi- 4'1:6d tdLLr%alli
Twb fi :tbflthl" 316d td&.rAus,ea.ch slaeper.ilkyum
.:FMdge:bokrcL-jC-T.pof bldck 4 16d toe-4us
li
-�MAS'RE�VD -F-0� Prm
-Ridg .7, "e-.b d0ed f0riMes. 410d.t9
7
P•
8, -.Fruiffri to, (TWI,
WIP qfuss to dtl�
'ry LCAL"OOMM'ONS NQ a-5
PERSAREUSED)
al6d
.13. 4 l6dtoL
-q0jtkkr.,b;-am Wralt6t
.(ApTgE
-F� -,E; A 9L
)�tR L MOTrz ck'l, A
NOTE,
st. r&44 e.P§ I ' 10 IM.
n WM a
w
•
'p(q4zffhcm ede arkafter,e'-ar,•g
Effe,:of riot prow cling shpa[h�ng7+elowa••Vall"ey-Set as qjs; afropnumbergf-411a are
'd
.0 7h
4by.h I1
rafter If'slagpomare.not used,.44t'-.fl
dItIons. 4ne ta H. b�alaljn,s 'u-6-Itia-r 0- it-P., P, L.w:;
.T trig,applies towioys Wfth:thoO1(dl.,Md§;Co'n ba'WkOn-
hd'rd d'UWr -Spains.j lstknC4 ls-"R .9 btidit�g Uflik Lt"d,
NDS remulrem is..
-Maximum MO.A 'tq,,�f height; 4,�-f"t
.n A
mphi.Enrjosed, Cat 11, H,
-CfA mph; Endloted, -Exp Ch W-11.0
M TFWCD ,MAkW
eA W.w wd to Wj
it
,:Pl
d =t4il
ize.
%Ffttw. ew..ddY d.
or Flec, =1
... v— - I
..SO 46 54 NI tUY
-TC DL In II ZO 7 '7 DATE: 10/qlj
I L A .0 0 0 I)RW.G
Bc u, o -0 o. 0
LA.36 5b T7 F3 i.
% a
Simpson Strong -Tell Wood C.onstr`uction Connectors i -s-IMPSON
...........................................................................................................-..........................._................................._....__......................................................
. These products are available with additional corrosion protection. For more information, see p.15. Codes: See p. 12 for Code Reference Key Chart.
C
C
Actual
:-Joe
M6del',
Size
No
(in )
IUS2.56/16
21/z x 16
MIU2.56/16
U314
HU316/HU0316
u > nuo>1or 1�yvow
21h x 20 MIU2.56/20
�211z x 22 `MIU2 56/20
to 26
24/16 x 91A
to 26
° MIU312/9„ '" ,•
k. 3 x'91h
HU210 21:HUC210 2
MIU3.12/11
3_x 1.17/s HU212`-27HUC2122
`'_�. � SHU3.25/12�lHUC3,25/12'
._, HU3.25/,161
' HUG125/16
13IA glulam .HUCQ210-2-SDS ,
HGUS3.25/10
HGUS 25f12
:LGU3,25-SDS `
°Min/
urlar arrrnr
uoue
y Web -
Max
Species Header Species Header
Ref.:
o'Stiff
Regd ,l
W
H ' '
B
face
Udlst
;
- -
Uplift
Floor
Snow
Roof Floor
Snow
Roof
(160)
.(100)
(ij5}
(f25) (100)
(115);I
(125,)a:
Min.
(14) 0.148 x 3
-
T' 11,66011,805
1,805I 1,425
1,555
1,555
• -
2%
16
2
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805 1,555
1,555
1,555
• -
29ti6
157/6
21h
-
(24) 0.162 x 31h
(2) 0.148 x 11h
230
3,455
3,920
4,045 2,970
3,370
3,480
• ✓
29/16
101h
2
-
(16) 0.162 x 31h"
(6) 0.148 x 11h"
970
1,945
2,205
2,375 1,675
1,895
2,045
• ✓
29As
141/a
21h
-
(20) 0.162 x 31/z
(8) 0.148 x 11/z
1,515
2,975
3,360
3,610 12,565
2,895
3,110
IBC,
21h;,i-
, (26)r0,162x3'"/z''
_ (2}0, 48x1'/z,
; 230
3;745
4;04514045.3;220
3,480,3480
LA
• I -I 29A61 197/6 1 21h 1 (28) 0.162 x 31h (2) 0.148 x 11/z 1 230 4,030 4,060 4,060' 3,465 3,495 3,495
✓ 2 ,6 i 19'/is 1. 21/z - (28) 0162 x 31/2 (2) 0148 x 11h 23 4,030 4 060 4 060 3;465 i.3,495 , 3 495.
29ti6' wide joists use the same hangers as 21/z" wide joists and have the same loads.
•, ✓ ' 3°,%s'(, AlMs, J2'h.JMax.J,(18)0.162"X3?/i.: ' (10),0148X3-� ,7w5" 2,680 3,020""3,250;,2305 2,60512,800 IBC,
31AJ 111% 1 21h - (20) 0.162 x 31/z I (2) 0.148 x 11h 1 230 2,880 3,135 3,135 , 2,475 2,695 2,695 FL,
• ✓ 31/e 109A6 2'1h MV -'(22) 0 t62 x 37h ' (10) 0.148 x 3"" 1,7i 5 3;275' 3,695`f 3,MI2;820- 3;180 "3,425 LA
HHUS46 • - 35/a 51A 3 - (14) 0.162 x 31/2 (6) 0.162 x 31/z 1,320 2,785 3,155 3,405 j 2,395 2,715 2,930
31/z x 51/a
HGUS46 - 35/6 1 47fi6 4 - (20) 0.162 x 31/z (8) 0.162 x 31h 2,155 4,360 4,885 5,230I 3,750 4,200 4,500
Ji
HU148 •' - 3 46 j. ° ; 61 fib= 2 - (6) 0`.162 x 31h:` (6) 0162 x 31/z ` 1 a U 1,595 1,815 j 1966 (1365 1,85511680
IUS3.56/9.5
MIU3.56/9
U410
HUS410
HHUS410
31/z x 91/z HU410/HUC410
HUC0410-SDS
HGUS410
LGU3.63-SDS
MGU3.63-SDS
FL
IBC,
FL
•I -
1 35/a
91/z
2
1 -
1 (10) 0.148 x 3
-
70
1,185
11,34511,455
1,020
11,160
11,250
• •
• -
39/+6
1 81-%
21/z
-
1 (16) 0.162 x 31h
(2) 0.148 x 11h
210
2,305
2,615
12,820 1,980
2,245
11,965
2,425
•
✓
39tie
8%
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
2,015
2,285
2,465 1,735
2,120
•
39/i6
815/,-
2
-
(8) 0.162 x 31/z
(8) 0.162 x 31/z
2,990
2,125
2,420
2,615 1,820
2,070
2,240
•
35/a
9
3
-
(30) 0.162 x 31/1
(10) 0.162 x 31/z
3,5Ei5
5,635
6,380
6A45 4,845
5,486
5,:i45
•
F,/
39A6
8%
2%
-
(36) 0.162 x 31/z
(12) 0.162 x 31/z
3,235
7,460
7,460
7,460 6,415
6,415
6,41539/16
9
3
-
(12)1/4" x 21/2" SDS
(6)1/a" x 21h" SDS
2,265
4,500
4:500
4:500(3,240
3,240
3,24035/s
911A6
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100 j 7,825
7,825
7,825
•
-
35/a
8 to 30
41h
-
(16)1/4" x 21/z" SDS
(12) 1/a" x 21/2" SDS
5,555
6,720
61720
6,720 14,840
4,840
4,840
LA
• •
-
35/s
91/4 to 30
41/z
-
(24)1/4" x 21h" SDS
(16)1/a" x 21/z" SDS
7,260
9,450
9,450
9,450 6,805
6,805
6,805
_
•
�,35%s
flN/
2`,,
"=
,.>(1,2) 0748k3 "'
-
w
1420
1V615`�
1,745 1;220
1,390
1;485
a
• 46
See footnotes on p.150.
Simpson Strong-TieO Wood Construction Connectors
Adjustable Truss Hangers
�`�EEREp
W ® a
�j
E
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
Install top and face nails according to the table. Top nails shall
not be within 1/4" from the edge of the top -flange members. For
the THA29, nails used -for -joist attachment must be driven at an -
angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the header.
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213, THA218 and THA413. For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
Options:
• THA hangers available with the header flanges turned in for
3%" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
13i5 for
THAG422
for
422.2
426-2
THAC422
Face nails Top nails
pertable pertable
13/i typical
2 h' for THA422-2
and THA426-2
SIMPSON
ms
2i 4'
„+ r
O
0111"
�W 2tr;
THA29
THA418
Double 42 - 2 face nails
Use full table value (total)
Straighten the double
shear nailing tabs and install
nails straight into the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of heade
® I -': Double -Shear ,
Double- Nailing Dome Double -Shear
Shear w' Side View; Nailing Side View
Nailing Do not CC
(Available on
Top View bend tab some models)
Single 42 -
See
nailertable
4 top nails
_ (totaq
�~' 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
er to
tnote 5
p.187
86
Top Flange Installation
�§irri�sorrStrong-UeO Wood Cohst�ucti6r Connectors
THA/THAC n
......................................................................__...._.__.... _....... ................................................................................ .................._..................................................................................................................................................................................................................................................
Adjustable Truss Hangers (cont.)
gD These products are available with additional corrosion protection. For more information, see p.15.
R
1'/z — (2) 0.148 x 3 (6) 0.148 x 3 (4) 0.148 x 3 525 1,750 1,750 750 45C 1 1,330 1,330 1,330
THA29 18 15/a 911/s 51/e
2'/s — (4) 0.148 x 3 1 (6) 0.148 x 3 (4) 0.148 x 3 1 525 1 2;610 1 2,610 2,610 1 450 11,985 1 1,985 1 1,985
THA218 18 1 1 % 173A6 51/z 1 2 — (4) 0.148 x 3 (2) 0.148 x 3 (4) 0.148 x 11/z — 1 A60 1 1 460 1,460 1 :10 1 1,110 1 111110
THA21 B 2 .16 3�/a; 1711tis S y 2 - 4 0162 x 3'h . (2)6162 ic'31/z 6 0;148 x 3 16Q 1 i a4, tJ590 1 5�: 1 ci o. -; IBC,
THA222 2 16 31/a 2268 ._ 2 — (4) 0.162 x 31/z (2) 0.162 x 3'/z (6) 0.148 x 3 — 1,96!; 1;995 1,LA
995 1,515 1 1,515
THA418 116 13% 1171/21 77/a 1 2 I — I(4) 0.162 x 31h1 (2) 0.162 x 31/z 1 (6)0.148x3 I — 1 1,96011,9951 1,995 1 — 11:490 11,515 I 1,515 1
THA426 114 135/s 126 177A I 2 I — I(4) 0.162 x 3'/zl (4) 0.162 x 31/z I(6) 0.162 x 31/zl — 12,435 12,435 I 2,435 I — 12,095 12,095 I 2,095
FL I
THA426-2 114 17114 1261/s1 93/4 1 2 I — I(4) 0.162 x 31hl (4) 0.162 x 31h 1(6) 0.162 x 3'/zl — 1 3,330 1 3,330 I 3,330 1 — 1 2,865 12,865 I 2,865
THA29 118 1 15/a 1 911/s 1 51/a I - 1 911/6 1 — 1 (16) 0.148 x 3 1 (4) 0.148 x 3 1 525 12,265 12,265 1 2,265 1 450 11950 11950 1 1950
THA218
18
1 15/a
173/6
51/z
—
173As
—
(18)0.148x3
1 (4)(3.1480
855
12,45012,4501
2,450
1 735
1 2105
1 2105
2105
THA218 2
6
31/s
171 tis
8
„41/s
(22} 0162 >t 31h
(6) 0162 x 31h
,855
t.1i1
370-
a,' 0 ;
7 595
1(;4
2 r 4t :'`
IBC,
THA222-2
16
1 31/a
22YIs
8
1—
14%
—
(22) 0.162 x 3'/z
(6) 0.162 x 3'/z
1,855
3;310
3,31U
3,310
1 1,595
2:845
1 2,845
2,845
LA
THA418 116 135/a 1171/z 1 77/a I — 1141/s 1 — 1(22) 0.162 x 31/z1(6) 0.162 x 31/z(1,85513;31013,3101 3,310 1 1595 12:84512,8451 2,845 1
THA426 14 35/s 1 26 1 77/a 1 161/16 I — (30) 0.162 x 31/z (6) 0.162 x 31h 1,855 4,415 4,480 4,480 1,595 3,795 3,855 3,855
TNAd422 2 )4 7114`; 2211/s 93/a 163/s (30) Q 1 fit ?c1h (6J 0 i62 x 31h '1 855 5170 5 520 5 520 `1 595 4,445 4 745 4 745, FL
THA426-2 14 7Ya 261/a 93/4 1 18 — (38) 0.162 x 31/z (6) 0.162 x 31/z 1,855 5,520 5,520 5,5201,595 4,745 4,745 4,745
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11/z" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11h` nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
LUS/MUS/H US/H H US/H G US
Face -Mount Joist Hangers
�v�'dRIE
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
I -US hangers to the highest -capacity HGUS hangers, feature
innovative double-shearnailing that distributes the load through
t mo points or) each joist nail for greater strength. This allows for
fewer nails, faster installation and the use of all common nails for
the same connection.
For medium -load truss applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products. available in stainless steel
or ZMAX° coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not designed for welded or hailer applicafioris:"
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
Double -Shear
CDome
Nailing Side View
(Available on
some models)
1' for 2x's
1W for Vs
o,g
0
C` H
;',E'
LUS28
H H US210-2
HGUS28-2
MUS28
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
Simpson Strong -Tie"' Wood Construction Connectors
'SIMPSON,
< x.
- Face -Mount Joist Hangers (cont.)
-
oiModel
No
Mm °
Heel `-
Height"
Ga <'
Dimensions (m)
_ Fasteners
W
H
B'r
Garrymg
nMember ,,
carried
Member
Single 2x Sizes
LUS24 ;'l
LUS2fi „%.',
251a '
47✓a : -`
18 .
1 slib
3'/e
x
1 �4
4a
zl?%4
"„�4) 0�148 x 3
.(4j.0.1 #$ X,3 '.`;
MUS26
PA6
18
19A6
53A6
2
(6) 0.148 x 3
3
(6) 01480
HUS26
4-IA6
16
15/e
53/e
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
�HGUS26'1
4"F6'
J2
,161s
�°°53/e
5.
`°{20)'0162,X31h
's`(8p0f62:z31h;.
LUS28 ° °�
( . M6_ "
18 , �
t 1 sh6, ,
65/a . ,
`,I::
' "i6) 0_i148 x 3 `,�`'i
A' A48X"3
MUS28
65A6
18
19A6
613/6
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
15/s
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
HGUS28
6%6
12
15/6
71/6
5
(36) 0.162 x 31/2
(12) 0.162 x 31/2
LUS210�:.
4Y/,a,.,`='
:13
1a/1e :
7.13+e
1.3%a,(4)
0:1,48x37,"
��HUS210�.
6a/s'H
16'`�0:162x31/z,�
�(10}Q6x31/z;:
'HGUS214'�46)Q762x814f-(16):QJ62x3'%z.4
1. See table below for allowable loads.
Modeb
These products are avai�ble with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p. 21.
Many of these products are approved for installation
B with Strong -Drivel SD Connector screws.
See pp. 335-337 for more information.
.
43 x a
:725 .
.825
1390 ,.
1.72 5 ,
.. �i3u
a�+y5
5t15
nun:: ,.
- t•tu
LUS26
1,165
865
990
1,070
1,355 1
1,165
935
1,070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
1,560
) U '
1360.,'
"• 810<
955
1;090 •
1,780;
5;� -
LA
HUS26
1,320
2,735
3,095
3,235
37235
1,320
2,960
3280
3,280
3,280
1,150
2,350
2:660
2,780
2,780
HGUS26
87 ;
4;340'
`4;850:
5,170,,„
5 390 .
27a<;
4,fi9D.
5,220 ,
;5 390
5;690,
-' 7bo . ,
3;225
3,610. `
'3,870;, ,
`3;985.: ;
IBC, FL
LUS28
MU528 'w
1,165
3",32 } .
1100
1,730w.
1,260
197J`1
1350
2,125,' ;
1725
", 2 2 5�'
1,165
1,321,
1195
,' 1,$75 .
1,360
""2135
1465
, 2;255,_
1,730
2_ �,:..
865
1 f C ,
810
ti,270
925
.1;A55,,
1000
•1,57
1,270
, f,3 5' `
IBC FL,
LA
HUS28
1,760
4,095
4,095
4,095
4,095
1,760
4,095
4 095
4,095
4,095
1,480
3,520
3,520
3,520
3,520
HGUS28r
i,o G3
275'
7,275--,
7,275.
7275 ,
1,fio �' '
"`I7,ct7275
f, 325
3, ?0
;3`,820
':3;915 `
.4,250 :
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1 1,120
1,215
1,500
IBC, FL,
. H(1S210
^,35 t'
545
,
"
.,
2
s'
R
78
)
2,2u„
3
,2,325,,
LA
L HGU521C
2,L'9C)
9,100
9JG0
900
9,10
2,i90,i00
0,,00
"
1
0
'30
6,730
13C; =L
1. For dimensions and fastener information, see table above. See table footnotes on p. 195. '
HHUS/HGUS
See Hanger Options information on pp. 98-99.
HHUS - Sloped and/or Skewed Seat
• HHUS hangers can be skewed to a maximum of 45' and/or sloped to a maximum of 45'
• For skew only, maximum allowable download is 0.85 of the table load
• For sloped only or sloped and skewed hangers, the maximum allowable download
is 0.65 of the table load
• Uplift loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 45". Allowable loads are:
HGUS Seat Width Joist Down Load Uplift
W < 2" Square cut 0.62 of table load 0.46 of table load
W < 2" Bevel cut 0.72 of table load 0.46 of table load
2" < W < 6" Bevel cut 0.85 of table load 0.41 of table load
2" < W < 6" Square cut 0.46 of table load 0.41 of table load
W > 6" Bevel cut 0.85 of table load 0.41 of table load
Acute
'side
5peclty angle
Top View HHUS Hanger
Skewed Right
Uoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
94
Simpson Strong -Tie° Wood Construction Connectors
An
H
Syr
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. steel fasteners, t 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 I4-As 114 1 35/i6 5% 1 3 1 (14) 0.162 x 31/z 1 (6) 0.162 x 3'/z 11,320 12,830 13,190 13,415 4,250 1,135 12,435 12,745 12,935 13,655
HGUS26-2 I 49A. 1 12 13-A61 5346 1 4 (20) 0.162 x 3l/z (8) 0.162 x 3'/z 12,155 4,340 4,850 5,170 15,575 11,855 13,73014,170 14,445 1 4,795
IBC, FL,
LA
LUS210-2 67A6 18 31/a 9 2 (8) 0.162 x 31/2 (6) 0.162 x 31/z 11,445 11,830 12,075 12,245 12,830 1;245 11,575 11,785 11,930 12,435
HHUS210-2 83/6 14 35l16 87/a 3 (30) 0.162 x 31/z (10) 0.162 x 31/z 31550 5,705 6,435 6,485 6,485 3,335 4,905 5,340 5,06G, 5,190
HGUS210-2 89A. 12 3-A6 93ii6 4 (46) 0.162 x 31/z (16) 0.162 x 31h 4,095 9,100 9,100 9,100 9,100 3,520 7,460 7,825 7,825 7,825
Triple 2x Sizes
r
;I'IA7UJGO J a'
4 ;996a"
s IG,•
't 1
aft
1�4
(LUJ U JbL X,.�3'l2
j (tSJ U lOL 3 (2=
rLtit�3
4,34V;-
4,tSJU�
J 3lU
J�J/�
hi1J�`
13 13U
,4,11U,
4,94'D_,-1F�/-J7
IBC, FL,
HGUS28
4'S(ie
T'l4
; ¢r
(36)-0.162 x 31h
`(12) 0162x 37h
3 235
7460'>.'
7 460r
7;460
7,4fi0
2 780,.
`6 415
`6,415
6,415
6;415
LA
HHUS210-3
83/a
14
4'A6
87/a
3
(30) 0.162 x 3'h
(10) 0.162 x 3'h
3;405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210-3
813A6
12
4t5A
91/4
4
(46) 0.162 x 3'/z
(16) 0.162 x 31/z
4,095
9,100
9,100
92100
9,100
3,520
7,825
7,825
7,825
7,825
' HGUS212-- --
(105ie"'
72
4135`s
103/4'
' 4
(56j162 x 31J?'
° 20) U 162` t3'ii
r1�4v9011�Ft
IBC, FL,
LA
Quadruple 2x Sizes
puuom 4 o rz 1Z n c_, 0716 : 'g ,<<u1 u: oz x 0721 u} u;ioe x q r? , ,4rgo =,y;a'+u.: '1'0 u IBC, FL,
HGUS28-4 71A 12 69/i6 73/,6 1 4 (36) 0.162 x Th 1 (12) 0.162 x 31/2 13,2351 7,460 1 7,460 7,460 1 7,460 2,780 6,415 6,415 6,415 6,415 aa,-LA
HHUS210-4 83/a 14 6'/e 1 87/6 1 3 1 (30) 0.162 x 3'h (10) 0.162 x 3'h 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
4x Sizes
IBC, FL,
LA
IBC, FL I
LUS48'
4%
18.1
3i46
63/4
2
1 (6) 0.162 x 31h
(4) 0.162 x 31/z
1 1,060
1,315
11,490
1,610 12,0301
91-0
1,130
1,280
1,385
1,745
IBC, FL,
HUS48
6'A
14
3%
7
2
(6) 0.162 x 31h
(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/a
1
3
(22) 0.162 x 31/z
(8) 0.162 x 31/z
1;, 60
4,265
4,810
5,155
5,980
1,515
3,670
4,135
4,435
5,145
HGUS48
67/16
12
3%
71A6
4
(36) 0.162 x 31/z
(12) 0.162 x 3'h
3,235
7,460
7,460
7,460
7,460
12,780
6,415
6,415
16,415
6,415
HGUS412 1 10346 1 12 3% 1107AGI 4 1 (56) 0.162 x 3'/z (20) 0.162 x 31h 15,695 9:045 19,045 9;045 9;045 1 4:900 1 7,780 1 1,780 1 71780 17,1780
HGUS414 1 1134,. 1 12 1 35/e 127% 1 4 1 (66) 0.162 x 3'h (22) 0.162 x 3'/z 1 5,695 10,125 10,125 10,125 10,125 4,900 1 8,190 1 8,190 1 8,190 1 8,190
Double 4x Sizes
IBC, FL,
LA
FL
1. Upfft bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie Connector Selector" software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31h" in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 1'h" nails in the header and 0.148" x 3" in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
19
Simpson Strong-TieO Wood Constnictio`n:Connecfors
• Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37/8". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/a" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
N Finish: Galvanized
L
0 Installation:
V
41 • Use all'specified fasteners; see General Notes
C
CO • Can be installed filling round holes only, or filling
V round and triangle holes for maximum values
N • See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
Options:
fL • HTU may be skewed up to 671/2'. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HTUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
t Many of these products are approved for installation with Strong -Drive'
SD Connector screws. See pp. 335-337 for more information.
lam
HTU26
Typical HTU26
Minimum Nailing
Installation
"fl' maz'gap between end of
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1/2" maximum gap,
use Alternate Allowable Loads.)
btanaara /AlIOWaDIe LUaUS (%8 IVI&XII I IUI11 rldl ]Yt;l lade)
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
u
Mtri '
Model
Dimensions (in.)
Easteners:(in }
DFlSP�411owable Loads SPF/HF Allowable
Loads
Code
Heel ;
No. • Height
W
H
8 `�
Carrying ' Camed �
Member - Member<
Uplift Floor ='
(160) (100) ;_
Snow Roof
j115)„ �(125)
Wind Uplift
(160)y (160)
Floor . i Snow
(100)- (115) "
:Roof
`(125
Wmd
Refi: ,
Single 2x Sizes
0152v 1 ((11) O:j4$x 1�lz
rx4rM
.2 ,G,`''i'
7.0: , r7t 4
rsf
" 62Q;i
HTU26 (M�n j -.
3 a' >
151a
r5lAs
.31h
, (20),0:1fi2 x 3'h �. �.4} 0148 x,,1`1Jz
1,256,
'2;9'4{i.'
8,200a� ;?00-
�-3;200
2t015,4.
HTU26 (Mexjr'...(
h�
1 6/e
-.5%s
31/2
'�(20) 0.162x3'fr f',�20} 01 $ z 1,?h`
,1,55
2 9�D=
:a� 3lt . �� 0
i'd;010
^°1;33`5
2530.`��..r 1 '
` 31 Q,,
, 3 450
IBC,
HTU28 (Min.)
37/a
15/8
71A6
3Y2
(26) 0.162 x 31/2 (14) 0.148 x 11/2
1,235
3,820
3,895 3,895
3,895
1,060
2,865 2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
1 %
7Y5
31/2
(26) 0.162 x 31/2 j (26) 0.148 x 116
2,020
3,820
4,315 4,655
5,435
1,735
3,285 3,710
4,005
4,675
LA
Double 2x Sizes
HTU28-2 (Min.) 37/s 1 3--As5a 1 31/2 1 (26) 0.162 x 31h ( (14) 0.148 x 3 i 1,530 1 3,820 4,310 4,310 4,310 1,315 12,865 13,235 3,235 3,235 IBC,
HTU28-2 (Max.) 71/a 35A6 71Ae 31/z (26) 0.162 x 31/2 1 (26) 0.148 x 3 13,485 13,820 4,315 14,655 1 5:825 12,995 13,285 [2,7 16,' � 5 �[JlO-- 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. Upfrft 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 1/8" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Ties Connector Selector° software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11h" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
96
Simpson Strong Tie® Wood Construction Connectors a SIIVIPSON
Face -Mount Truss Hanger (cont.)
Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
HTU26 (Min.) 37% (2) 2x4 (10) 0.162 x 3'/z (14) 0.148 x 1'h 925 1,470 1,660 1,79E 1,875 795 1,265 1,430 1,540 1,615
HTU26 (Max.) 51/z (2) 2x4 (10) 0.162 x 3'/z (20) 0.148 x 1 Yz 1,240 1,470 1 1,660 1,79G 2,220 1^u65 1,265 i 1,430 1,540 1,910 IBC
FL, LA
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is 1h".
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Single 2x Sizes
i IBC,
HTU28 (Min.) -y 37A 1 % 1 71fe 1 31/: (26) 0.162 x 31/z (14) 0.148 x 11/z ,110 1 3,770 1 3,770 3,770 1 3,770 955 1 2,825 2,825 2,825 2,825 FL,
LA
HTU28 (Max.) 71/a VIA71% 1 31/z (26) 0.162 x 31/z (26) 0.148 x 1% 1,920 3,820 1 4,315 4:655 5,015 1,695 2,865 3,235 3,490 3,765
Double 2x Sizes
HTU28-2 (Min.) 37/8 35A' 71'A. 1 31/2 (26) 0.162 x 31/2 (14) 0.148 x 3 1,490 3,820 3,980 3,980 3,980 1,280 2,865 2,985 2,985 2,985 IBC,
FL,
HTU28-2 (Max.) 71/a 35/a 71f e 1 31/z (26) 0.162 x 31/z (26) 0.148 x 3 1 3.035 3,820 : 4,315 4,655 5,520 2,610 2,865 3,235 3,490 4:140 LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/e" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/a" 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 2 V16" 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'/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and 'A" x 2V Titen 2
screws (Mociel 1 fN2-25234f-f, ior.GFCMU. Follow all
installation instructions and use the loads from t',e sawn
lurnber or E -NIP sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the 3/1e"-diameter hole to the specified embedment
depth plus 1/2".
• Aftematively, drill the 3/1e"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kts are available. They include a
3/16" drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/1s" x 41h" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/3" is required as shown in Figure 1 for full uplift load.
• Where no uplift load is required, a minimum end distance
of 11/2" is oem :tted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
H UC410
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
Simpson Strong-TieO Wood Construction Cc�nne Q."t a rs''
V W.
W W IWN
HU/HUC/HSUR/L
.............................................. . . . .............. . . . ............................................................ . .. . ......... . ........ ................................... . ...................................................... ......................... .............................................................. ................................................. ...........................................................
Medium -Duty Face -Mount Hangers (cont.)
0 These products are available with additional corrosion protection. For more information, see p. 15.
�No*
HU26 HU26X (4) 1/4 x 2 3/4 (4)1/4 x 13/4 (2) 0.148 x 11/2 335 1 1,000 1 335 1,545
`X 1/4 1 Z4
�U28X: 48 x 1 500
HU28'
HU24-2 HUC24-2 (4) 1/4 x 2 3/4 1 (4) Y, x 1;�/4 (2) 0.148 x 3 1 380 1 1,000 1 380 1,545
HU26-3 (Min.) HUC26-3 (Min.) (8) 1/4 x 2 3K 1 (8) 1/4 x 13/4 1 (4) 0.148 x 3 760 2,000 760 3,200
00
HU26-3 (Max.) HUG26-3 (Max.) (12)1/4 x 23/4 1 (12) % x 1 -14 1 (6) 0.148 x 3 1,135 3,000 1,135 3,950
HU210
HU21OX
(8) 114 x 2 3/4 (8) 1/4 x 13/4
(4) 0.148 x 11/2
545
2,000
760
2,415
2 (M in
6u
4�. �x2
4&xU
"4; kb:,,
HI_121072,(M�;jx):
X 1 4
nl, Y4; 4'
.14
0,_
HU210-3 (Min.)
HUC210-3 (Min.)
(14) 114 x 2 3/4 (14) 1/, 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) 1A x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
4 T/ 13/4�'
6
5
2,665 -
HU212-2 (Min.)
HUC212-2 (Min.)
(16) 114 x 2 3/4 (16) 1/4 x 13/,
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(2 2) 1/4 x 2 3/4 I (2 2) 1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
I HU214 I HU214X 1 (12)1/4x23/4 1 (12)1/4x13/4 1 (6)0.14801/2 1 1,135 1 2,665 1 1,135 1 2,665 1
HU214-3 (Min.)
HUC214-3 (Min.)
(18) 1/4 x 2 3/4 1 (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.)
(2 4) 1/4 x 2 3/4 (24) 114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
H
HU216X
x
5
HU216-2 (Min.)
HUC216-2 (Min.)
(2 0) 1/4 x 2 3/4 (2 0) 1/4 x 11/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(2 6) 114 x 2 3/4 (2 6) 1/4 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
1 5,085
_111_1216-,
HUd 2i6-3 (Min.)
'Y 0
1571
�,P20
-1515
4
11211 8
C216m3
'�4 VY 4
HU7 (Min.)
(Not available)
(12) 1/4 x 2 3/4 (12) 1/4 x 13/4
(4) 0.148 x 1 1h
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16) 1/4 x 2 3/4 (16) 1/4 X 13/4
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
HU11 (Min.)
(Not available)
(2 2) 1/4 x 2 3/4 I (22) 1/, x 13/4
(6) 0.148 x 11/2
1,135
3,230
1 1,135
3,230
HU11 (Max.)
(Not available)
(3 0) 1/4 x 2 -14 (3 0) 1/4 x 13/4
(10)0.14801/2
1,445
3.735
1,445
3,735
4 ,
Aui� �M:�i
_( av
available}
1�0) 'A
(28), 1 4 2
��, "
8 0. .�x.
14
V. 5
i��Jz`
85,,�
(3
E<L
2
0
F7
0
z
0
Cr
LOF_
z
0
U)
2
Cn
0 38
STAGGER JOINTS - TYP.7\
RAISED HEEL ROOF TRUSSES
B/5K1� SEE PLAN
aaa�Ieaaaaaaa��a�iaaa�aa
!Kill
aaa�a�aaaaa�aaa�aaaaaau
-
UPLIFT/SHEAR ANC _
EACH TRU55 - SEE
PLAN
NOTE: ADD'L FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS E3EARING%A�
SCALES NTS SKI
ROOF SHEATHING- SEE P
SOFFIT/FA5CIA- SEE ARCH.
RAISED HEEL ROOF TRU55E5
-SEE PLAN
O
w
ai
U $
RIBBON BOARD-
SEE SCHEDULE
U z
IB60N BOARD- SEE
FOR SPACING d
FASTENINGTRUSSES w
N
O LLu La w
=
::HEDULE FOR SPACING t
w Lai o °
O m z
45TENING TO TRUSSES
WALL SHEATHING -SEE PLAN
_
w
( 3
MIN. 15/32' COX PLYWOOD OR
Y I
Q
'1/16' 055 WITH ad GUN NAILS
L)
(0.131' X 2 1/t') 9 6' O.G. TO
UPLIFT/SHEAR GYP. CEILING-
-MASONRY WALL-
RIBBON BOARDS
ANCHOR EACH SEE PLAN 4
SEE PLAN
TRU55- SEE PLAN SCHEDULE
DO NOT FASTEN RIBBON BOARD
MASONRY WALL-
INTO END GRAIN OF ROOF TRUSS
SEE PLAN
'
BOTTOM CHORD
m
Y �REVISI
RAISED HEEL TRUSS 5EARINGr5_,�\
SCALE: NTS k,SKI
RIBBON SCHEDULE
DESIGN CRITERIA
RIBBON MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
VultR165 MPH
(2) 12d GUN (0.131' X 39
(Vasd=128 MPH)
2X4 5PF02
24'
TO EACH TRUSS, (4)
EXP. B,
NAILS AT JOINTS
ENCLOSED
Vult=180 MPH
(2) 12d GUN (0.131' X 3'J
(Vasd-131a MPH)
2X4 6PF02
16'
TO EACH TRU55, l4.)
EXP. G,
NAILS AT JOINTS
ENCLOSED
SHEET THEE:
ON DFIAM1fOR
R.LLSEO MFEL PODi1RU52F5
SHEET INFORMATION:
foe rvo- aellld
DAIEIFS M IIAR.Id
DRAWN dY:
REWflvE08Y: M
SK.I
ALPINE
,ANOKOWRANY
January 10.1 �,2020
"Carpenter
enter Co .. n . tr . �Acf&. of America, Inc..
30 0..-. AVeIW6 Gi NW
Winter, Haven; FL38,886-62�Q1
Dear -Matt:
n 1,
Ithas' 'c'�o-me.'t"omyattenti.o.n-.ihat,,somequestions .,wereiraigedcOncer'h'i concerning diameter
holes. dri'lIed thru the; chords (wide. face) of ys42 gable: end trusses to allo� far
e. :ble ends are,overt, continuous support
,Qrt
with : one fkie fu I ly�sh'odth'ti'&M!d the ,h blbs-are .,di-illed abou.t.-'the.-.cenfe
—T ing:ofthe;wjde--
fate no ciose:'than,4',0 C.-w-i g-.,,*dny.'cbiiii.0�tdt'O'I;at'et,,o'i vverticdlwe�bs then
it4durdarnagin r
Qtts:"2 �foot,.-O.f floor 101 �ads, dfid'mo. additionalna�repairjs.r"uired.. The truss pnY-S'upp
load,
If you e give me a, call.,
Sincerely;
Y!
YC
6750 Forum .Drive, Suite 305 Orlan
do, FL 3282.1,:- (800) 5.21-979.0 -'-'(863),422L8685
W" alpipeAw.,co.m.
I N3 tbcilm it has: been ele f cW sigmd Alpine, an ITW Company
Old Sealed tx8109 $ NMI StOUtWB. Nfftd 6750 Forum Drive, Suite 305
coplosMfttA an crig101l sjgnatro Abe ° Orlando; FL 32821
Yetitted usirg the OgiRal electrmc Version. ALPINE Phone: (800)755-6001.
0rwui**% aNmacon�rnNY www.alpineitw.com
r ,� COA #0 278
t 1 ... .;+ i 03/102021
.;%
EN
Ir. STATE: OFOW
f
Sitp.J�fr~rlrtatil3rd
Pa e't.:, ..
CustbmE,_ Carpenter Contractors of America
Job Number: N333986
r— -
''JJob Description: 7A5!320 ,167ED ;RHOI / 1672/ARL 14EAB ELEV.D
AwCires�;
J"ob En lnegrih Criteria;
Design Code: FBC 7th Ed. 2020 Res Intell VIEW Version: 20.02.00A
JRefA 1X3L89750067
Wind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso. 37.00
Building T et: Closed
This package contains general notes pages, 27 truss drawing(s) and 4 detail(s).
Item
Drawing Number
Truss
1
069,21.1302.24968
Al
3
069.21.1302.25124
A2
5
069.21.1302.25094
A4
7
069.21.1302.25625
A6
9
069.21.1302.25812
A10G
11
069.21.1302.25483
A9
13
0%21.1302.25719
131
15
069.21A302.24749
C1GE
17
069.21.1302.25671
MV01
19
069.21.1302.25764
EJ7A
21
069.21.1302.25577
'EJ7S
23
069.21.1302.25406
CJ5
25
069..21.1302.25344
CJ3
27
069,21,1302,21437
HJ7
29
GBLLETIN0118
3l
VALTN160118
tteni ;
:Draugring N,uVittler '
Truss
2
069.21.1302.24796
A1A
4
069.21.1302.25030
A3
6
069.21.1302.25062
A5
8
069.21.1302.24703
A7
10
069.21.1302.25514
AS
12
069.2l .1302:25562
A11 G
14
069.21.1302.25656
B2GE
16
069.21.1302.25750
V4
18
069,21.1302.25452
MV02
20
069,21-1`302.24922
EJ7
22
069.21.1302.25437
CJ5A
24
06921.1302.25827
CJ3A
26
069.21.1302.25358
CJ1
28
A16015ENC160118
30
VAL180160118
y Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 1:50:56 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 B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es.ora.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
Information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ, = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual Udefl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left -end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load. and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2of3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ]CC: International Code Council; www.iccsafe.orq.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.orq.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 49802 /
FROM: RWM
COMN Ply: 1
Qty: 8
6'1"7
617
Job Number: N333986
,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
Truss Label: Al
LAP
+ 19'4"
6'7"8 67"1
=5X5
E
38'8"
10' 9'4"
10 19'4"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" cc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Cust:R8975 JRef:1X3L89750067 T18 /
DrwNo: 069.21.1302.24968
SSB / YK 03/10/2021
7P11' 2'6"9 + 38'8"
"1 36'7"8 6'17
y,4„
28'8"
Defl/CSI Criteria
PP Deflection in ]cc Udefl U#
VERT(LL): 0.208 K 999 360
VERT(CL): 0.361 K 999 240
HORZ(LL): 0.076 J - -
HORZ(TL): 0.131 J
Creep Factor: 2.0
Max TC CSI: 0.531
Max BC CSI: 0.793
Max Web CSI: 0.428
03/10/2021
Vef:20.02.00A.1020.20
10,
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1660 /- /- /936 /301 /432
H 1660 /- /- /936 /301 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1446 - 3039 E - F 1102 -1959
C - D 1324 - 2761 F - G 1324 - 2761
D - E 1102 -1959 G - H 1446 - 3039
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2656 -1166 K - J 2199 829
L - K 2199 - 848 J - H 2656 -1147
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 520 -130 K - F 512 - 724
D - K 512 - 724 F - J 520 -130
E.- K 1316 -593
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSL Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANIIWCOMPAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracincl of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibil!t� solely -for the design shown. The suitabili y and use of This
drawing for any structure is the responsibility of the Building Designer per ANSI/TP! 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
SEQN: 498031 COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRet:1X3L89750067 723 /
FROM: PFH Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24796
Truss Label: AlA SSB ! DF 03/10/2021
�2r1"12
1'9"12
T10"ib 12'1"12 1 17'10"4 19' ' 26'6"4 30'9"2 38'8"
T10"14 42"14 5'8"8 1'S 2 5'4"8 4'2"14 T1A4
=5X5
F
E
T2 ',4X4
o4p4 H3
12
6 17 w9
95X5
c
R N
B
A + K 8'8"
=4X6(A2) U =5X14 =5X8 OP =6X8 =5X14 =4x6(nz)
38'8"
"5
4'091 -�+�0 j + 40"Yt
T11
12. 1 T10"4 19'S 14 26'8" 30'8"11
i�
21'
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.201 E 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.375 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.100 L - -
Des Ld: 37.00
XP: C Kzt: NA E
HORZ(TL): 0.186 L - -
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.739
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.793
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Rep.Fac: Yes
Max Web CSI: 0.865
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver. 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumber
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;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
+ Bottom Chord section between vertcials may
be removed.
03/10/2021
Tit"5 I -i
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1518 /- /- /936 /301 /432
J 1518 /- !- /936 /301 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.1
J Brg Width = 8.0 Min Req = 2.1
Bearings B & J are a rigid surface.
Bearings B & J 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 .366 - 2665 F - G 1495 - 2370
C - D 1312 - 2278 G - H 1355 - 2399
D - E 1328 - 2355 H - 1 1311 - 2276
E - F 1493 - 2326 I - J 1366 - 2665
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp
B - U 2299 -1067 M - L 2298 -1049
U - T 2297 -1068 L - J 2300 -1048
R - N 1841 - 595
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - T 315 - 446 F - N 1047 - 722
T - R 2100 - 905 N - M 2114 - 888
E - R 387 - 251 M - 1 319 - 451
R - F 1050 - 747
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly
attacheU rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccL Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,. Installation and bracin4of trusses. A seal on this drawingor cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty1� solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSVTi l 1 Sec:2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49804! SPEC Ply: 1 Jo7Ab Number: N333986 Cust: R8975 JRef:1X3L89750067 T17 /
FROM: RWM City: 2 ,5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25124
Truss Label: A2 SSB / DF 03/10/2021
6'1 "7
6'1"7
�1'1i 101
12'815 19,
67'8 6'3"1
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
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
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
25'11
6'11"1 6'7"8 6-1"7
=5X5
E
38'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
18'8"
28'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.208 K 999 360
VERT(CL): 0.361 K' 999 240
HORZ(LL): 0.076 J - -
HORZ(TL): 0.131 J
Creep Factor: 2.0
Max TC CSI: 0.531
Max BC CSI: 0.793
Max Web CSI: 0.427
Ver: 20.02.00A.1020.20
e, pO
SONA
1
03/10/2021
10, 1'
38'8"�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1660 /- /- /936 /292 /427
H 1660 /- A /936 /292 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1415 - 3039 E - F 1069 -1960
C - D 1292 - 2761 F - G 1292 - 2761
D - E 1070 -1960 G - H 1415 - 3039
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2656 -1142 K - J 2199 - 804
L - K 2199 - 824 J- H 2656 -1121
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 520 -130 E - K 1314 - 596
D-K 517 -723 F-J 520 -131
K - F 518 - 723
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attache.. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicab4e. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI Q PI 1, or for handling, shipping,, installapon and bracincl of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing, indicates acceptance of professional engineering responsibili� solely -for the design shown. The suitability and use of Q is Suite Fos
drawing for any soructure is the responsibility of the Building -Designer per ANSIITP1 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49805 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T16 /
FROM: RWM ply: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25030
Truss Label: A3 SSB / DF 03/10/2021
T1014 17' 21'8" 30'9"2
T10"14 9'1"2 { 4!8.. 9-1 "2
�1. i 10'
-r 10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=5X5 =5X5
D E
38'8"
9-4"
19'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Stoll: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9'4"
28'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.183 J 999 360
VERT(CL): 0.309 J 999 240
HORZ(LL): 0.0681 - -
HORZ(TL): 0.116 1
Creep Factor: 2.0
Max TC CSI: 0.759
Max BC CSI: 0.739
Max Web CSI: 0.592
Ver: 20.02.00A.1020.20
e �egp++v«®000irec"t
� 9
0.70's 1
a
o a
o
.P 0 m,
B � ®aoaaune000�;�1k•�
03/1 OJ2021
38'8"
T10"14
10, 1'
38'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1716 /- /- /940 1309 /385
G 1716 /- /- /940 /309 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
G Brg Width = 8.0 Min 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 1592 - 3121 E - F 1617 - 2927
C - D 1617 - 2927 F - G 1593 - 3121
D - E 1280 - 2045
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2718 -1300 J - 1 1979 - 765
K - J 1979 - 785 I - G 2718 -1280
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 501 - 443 E - 1 837 - 441
K - D 837 - 441 1 - F 501 - 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 otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attache. ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANR COMPANY
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawln or cover pare 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely for the design shown. The suitability -and use of this
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. - Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49806 / HIPS
Ply: 1
Job Number: N333986
R 8975 JRef:1X3L89750067 T15 /
FROM: RWM
Qty: 2
7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
TDumlo:
069.21.1302.25094
Truss Label: A4
B / DF 03/10/2021
7'10"14 15, 23'8" 30'9"2
38'8"
7'10"14 7-1"2 8'8" 7'1"2
7'10"14
:5X5 5X5
D T3 E
12
6 05X5
�5F5
C
o_
�2
n
M
W eo
W1
B
A
C,
H 8-8"
4X6(A2) .6X6 B2 =6X6 B3 -6X6=4X6(A2)
36'8"
F1' 10' 9'4" 9'4"
10, 1
10' 19'4"
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 Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in too Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240
B 1694 /- A /938 /319 /344
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - -
G 1694 A /- /938 /319 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.116 I - -
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
B Brg Width = 8.0 Min Req = 2.0
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.939
BCDL: 5.0 psf
G Br Width = 8.0 Min Re 2.0
g q
Load Duration: 1.25 MWFRS Parallel Dist: h-to 2h TPI Std: 2014 Max BC CSI: 0.744
Bearings B & G are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.87 It Rep Fac: Yes Max Web CSI: 0.496
Bearings B & G require a seat plate.
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1729 - 3051 E - F 1748 - 2859
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
C - D 1748 - 2859 F - G 1729 - 3051
D - E 1464 -2203
Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Loading
Chords Tens.Comp. Chords Tens. Comp.
Truss passed check for 20 psf additional bottom chord
B - K 2649 -1413 J - 1 2086 -1029
live load in areas with 42"-high x 24"-wide clearance.
K - J 2086 -1048 1 - G 2649 -1393
Wind
Wind loads based on MWFRS with additional C&C
Maximum Web Forces Per Ply (Ibs)
member design.
Webs Tens.Comp. Webs Tens. Comp.
Wind loading based on both gable and hip roof types.
C - K 405 -360 E - I 712 -314
K - D 712 - 314 I - F 405 -360
;1flTtitl�pttdla �a
as
J
s®
4 � •r
®Q �. Z08 9
• o
dui°s 5 �T fl
% q%
a®W•aa•u rn0®®®�� bt
COA a��xaaN9l1f1M�1��
03/10/2021
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of
Component Safety Information, by TPI and SBCA) for
BCSI (Building
safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rigqid ceiling Locations shown for ermanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10, _
as applicable. Apply to face
Oates each of truss and position as shown above and on the Joint Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Refer to ALPINE
-�
�LPPII NN
Alpine, a division of ITW BuildincQ�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracinQof trusses. A drawing
to build the ANITWCOMVAW
seal on this
listing this drawing indicates acceptance of professional enc�sneering responsibilitt�y solely -for the design shown. The suitability
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
or cover pa a 6750 Forum Drive
and use of This
Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org
Orlando FL, 32821
SEQN: 498071 HIPS
Ply: 1
Job Number: N333986
Cust: R 8975 JRef:1X3L89750067 T14 /
FROM: RWM
Qty: 2
7A5/320 ,167ED ,RH01 / 1672/ARIA14EAB ELEV.D
DrwNo: 069.21.1302.25062
Truss Label: A5
SSB ! OF 03/10/2021
6'9"4 13' 19'4" 25'8"
31'10"12 38'8"
6'9"4 6'2"12 6'4" 6'4"
6'2"12 6'9,4
�5X5 1112X4 =5X5
D E F
12
6 N\2X4 W
C
/,2X4
G
co W3
n
B
A
H
a°s
I8'8„
4X6(A2) = 6X6 = 5X8
= 6X6=4X6(A2)
L
36'8"
10' 9,4" 9'4"
10, 1
10' 19'4" 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 Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl
L!# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999
360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999
240 B 1665 /- /- /931 /699 /303
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J -
- H 1665 /- /- /931 /699 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.130 J
Wind reactions based on MWFRS
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 2.0
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.535
BCDL: 5.0 psf
H Br Width = 8.0 Min Re
g Q = 2•0
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.797
Bearings B & H are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.87 It Rep Fac: Yes Max Web CSI: 0.565
Bearings B & H require a seat plate.
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1934 - 3031 E - F 1860 - 2498
Top chord: 2x4 SP #2 N;
C - D 1844 - 2775 F - G 1844 - 2775
Bot chord: 2x4 SP #1;
D - E 1860 - 2498 G - H 1934 - 3031
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Loading
Chords Tens.Comp. Chords Tens. Comp.
Truss passed check for 20 psf additional bottom chord
B - L 2643 -1613 K - J 2172 -1247
live load in areas with 42"-high x 24"-wide clearance.
L - K 2172 -1267 J - H 2643 -1594
Wind
Wind loads based on MWFRS with additional C&C
Maximum Web Forces Per Ply (Ibs)
member design.
Webs Tens.Comp. Webs Tens. Comp.
Wind loading based on both gable and hip roof types.
C - L 385 -333 K - F 470 -357
L - D 573 -188 F - J 573 -188
D - K 470 - 357 J - G 385 - 333
4t4t6ft1Ufl141i l'
E - K 536 -353
H{ i'r'ff°�v
rfrfprr
��J�9 affi,�«amaaaa
� b
�
!
0. �41�
a
A �
H
W k
® � w
'yqy egg �/y]
o ♦ M v V
®�®t0 ffi.1 ffiP•®� Yqb
COA`\\ ON
-ftEame"1101%
03/10/2021
"'WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) for to
safety practicesprior performing these functions. Installers shall
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom
provide temporary.
have
chord shall a properly _
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI s ctions B3, B7 or B10,
as applicable. App y plates to each face of truss and position as shown above and on the Joint Details, unless note otherwise.
drawings 160A-Z for
Refer to
standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildingQ Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN rIW COMPANY
truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracingof trusses. A drawing
seal on this or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en ineermg. responsibili(��y solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the BuildingVesigner per ANSVTP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49808 / HIPS
Ply: 1
Job Number: N333986
Cust: R 8975 JRef:1X3L89750067 T12 /
FROM: RWM
Qty: 1
7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
DrwNo: 069.21.1302.25625
Truss Label: A6
SSB / WHK 03/10/2021
5'94 11' 19' 27'8"
32'10"12 38,8"
5'94 5'2"12 8' 8'B"
5'2"12 5'9"4
5X5 =_ 5X5 ; 5X5
D E T3 F
12
6 � �2X4 W
�,2X4
o C (a) (a)
G U)
Cn W3
h
ZD
B
1
H
A
sa
I *8'8"
4X6A2 ==L K J _
( ) =5X5 =5X8 =5X5=4X6(A2)
38'8"
�1' 10' 9'4" 9'4"
10,
10' 19'4" 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 Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.203 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.378 E 999 240
B 1518 /- /- /918 /701 /263
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.064 J - -
H 1518 /- /- /918 /701 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.120 J
Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: .psf
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.832
H Brg Width = 8.0 Min Re 1.8
q =
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.731
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.Members
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.575
not listed have forces less than 375#
Loc. from l: not in 9.00 ft FT/RT:ype(s 10(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Cpi: 0.
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2112 -2720 E - F 2286 -2573
Top chord: 2x4 SP #2 N; T3 2x4 SP #1
C - D 1978 - 2450 F - G 1982 - 2452;
D - E 2329 -2603 G - H 2108 -2718
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - L 2374 -1780 K - J 2081 -1495
be equally spaced. Attach with (2) 8d Box or Gun
L - K 2074 -1505 J - H 2371 -1756
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
L - D 462 -70 K - F 591 -598
for (2) CLR'S where shown. Scab reinforcement to be
D - K 635 -662 F - J 461 -62
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" @ gun nails 6" oc. 8tiitl14t1178ttttl/ It
t3f�Gr
E - K 734 -496
Wind ° H.
�ffiQm�eaomod,go, *,i��,
Wind loads based on MWFRS with additional C&C�a
member design.++•o�✓'j�� ° *4f '.w
Wind loading based on both and hip roof types.
gable �, e
/�
0.7Q8 1
0
P s
s �
• �
• As
co
03/10/2021
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, by TPI an � SBCA) fo'r saty to these functions.
of BCSI (Building _
practices prior performing Installers shall provide temporary. _
bracing per BCSI. Unless noted otherwise, top chord shall have- roperlY attached structural sheathing and bottom chord shall have a properly
attacheU ri id ceiling Locations shown -for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join Details, unless noted otherwise.
f�efer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildincL Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSIPI1, for handling,
or shipping,, installation and bracin4 of trusses. A seal on this drawin or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional encLneering responsibilitty� solely -for the design shown. The suitability and use of Phis
drawing for any structure is the responsibility of the Building -Designer per ANSIlfPI 1 See.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t insl.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49809 / HIPS
Ply: 1
mber: N333986
Cust: R 8975 JRefAX3L89750057 T9 /
FROM: RWM
Qty: 1
T,7A50 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
DrwNo: 069.21.1302.24703
abel: A7
SSB/ WHK 03/10/2021
9' 17' 21'8" 29'8"
38'8"
9' 8' 4,8 8'
9'
:6X6 =5X5 =4X4
C T2 D E T3
=6X6
F
,2
6
T
(a) W -(a)
a W5
B
U)
G
A
a•a
6"
H 101
=4X6(A2) -6X6 =5X5 =6X6=4X6(A2)
38'8"
10' 9'4" 9'4"
10,
10' 19'4" 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 Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240
B 1518 !- /- /900 f703 /222
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - -
G 1518 /- /- /900 /703 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.140 I
Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
B Br Width = 8.0 Min Re 1.8
9 q =
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.906
G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: 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)/l0(0)
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 2172 -2622 E - F 2160 -2395
C - D 2160 - 2395 F - G 2172 - 2621
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
D - E 2774 -3079
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing
Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to
B - K 2256 -1787 J - 1 3036 - 2492
be equally spaced. Attach with (2) 8d Box or Gun
K - J 3034 - 2506 I - G 2256 -1766
nails(0.113"x2ff%min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
C - K 687 -389 E - 1 869 -765
for (2) CLR'S where shown. Scab reinforcement to be
K - D 866 -763 1 - F 688 - 391
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
ltgt1ustnpl�uarr�Jsfrrjff�
Wind
Wind loads based on MWFRS with additional C&C�
member design. °4 'ram
Wind loading based on both gable and hip roof types. °v®
° 0.708 9
v
a
° i
� m
s o
n
t '8/
t ♦
COA
�iat�araBnfouss�
03/10/2021
"*WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing BCSI. Unless top have
per noted otherwise, chord shall proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
App�y face
as applicable. plates to each of truss and position as shown above and on the Join Details, unless noted otherwise.
drawings 16OA-Z for standard• plate positions. Refer to job's General Notes page for additional information.
Refer to ALPINE
Alpine, a division of ITW Buildingq�Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the -- ANMCOMPAW
truss in conformance ANSI/TPI 1, for handling,
with or shipping,. installation and bracin4 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty� solely -for the design shown. The suitability and use of this
drawing for any structure is the the Building -Designer Suite 305
responsibility of per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49827 / HIPS
Ply: 1
Job Number: N333986
Cust: R 8975 JRef:1X3L89750067 T25 /
FROM: HMT
Qty: 1
,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
DrwNo: 069.21.1302.25812
Truss Label: A10G
/ YK 03/10/2021
7' 17' 26'4"
'8" 38'8"
7' 10, 9'4"
5'314" 7'
12 % C8 T2 =8XDT3 10 =H1014
E
=6X6
T4 F
T 6F`
T
b (a) W
m
io B (a)
1 A
G
H
4X6(A2) B1 1112X4 -5X5 1112X4 -6X8 III5X5J
=_5X5=3X6(A1) 1
26'4"
12'4"
71"12 4'10"4 5' S'8" 3'8"
5'0"8 738
7'1"12 12' 17' 22'8" 26'4"
31'4"8 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 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.147 M 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.278 M 999 240 B 1751 A /- /- /806 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.053 K - -
J 4100 /- /- !- /1843 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 10.51 ft HORZ(TL): 0.101 K -
G 256 /- /- /- /134 /-
NCBCLL: 0.00 Building Code: Creep Factor: 2.0
TCDL: psf
Wind reactions based on MWFRS
Soffit: 0.00 gCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.785
5.0
B Br Width = 8.0 Min Re 2.1
g q =
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.979
J Brg Width = 8.0 Min Req = 5.7
G Brg Width = 8.0 Min Req = 1.5Bearings
Spacing: 24.0 " C&C Dist a: 3.87 ft - Rep Fac: No Max Web CSI: 0.870
B, J, & G are a rigid surface.
Lac. from endwall: NA FT/RT:20(0)/10(0)
Bearings B, J, & G require a seat plate.
GCpi: 0.18 Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS;
B - C 1493 - 3260 C - D 1247 - 3005
T4 2x6 SP #2 N;
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1;
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
B - N 2859 -1288 L - K 2810 -1334
N - M 2884 -1292 K - J 791 -1817
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2ff ,min.). Restraint material to be supplied
M - L 2810 -1334 J - 1 791 -1817
and attached at both ends to a suitable support by
erection contractor.
Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
Webs Tens.Comp. Webs Tens. Comp.
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
C - N 617 -100 E - J 1938 - 3930
1938 930
same size, species, grade, and 80% length of web ttttttrlil8if8y�
3143
D - K 1617 - 3100 E - I 067 - 872
K E 1581
member. Attach with 0.128x3" gun nails @ 6" oc. harfr
� r err.
- - I - F - 487
Loading rri
, sr,sna4
es
#1 hip supports 7-0-0 jacks with no webs. +.
g,F�°
s
Wind
*" o
a
Wind loads and reactions based on MWFRS. a
Wind loading based on both gable and hip roof types. 2 a
®
, s a
s s ..
�iT 0 o
COA
�:&W 88gi1 rte�l9t>S4,R`�
03/10/2021
—WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition
Component Safety Information, by TPI and SBCA) for
of BCSI (Building
safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as -shown above and on the Join Details, unless noted otherwise.
Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$c�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AM WCOMPAW
truss in conformance with.ANSI/TPI 1, or for handling, shipping,, installation and bracingci of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawin indicates -For
acceptance of professional enUeering responsibilitty�r solely the design shown. The suitability
drawing for any sfructure is the responsibility of the Building Designer per ANSIffPI 1 Sec.2.
and use of this
Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or • AWC: awc.org Orlando FL, 32821
SEQN: 49810 / SPEC Ply: 1 Job Number: N333986 Cust: R 8s75 JRef:1X3L89750067 T71 /
FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25514
Truss Label: A8 SSB / WHK 03/10/2021
7'10"14 13-10" 16'8"27'8" 32'6"2 38'8"
i
7'10"14 5'11"2 + 2'10" T 4'8" 6'4" 4'10"2 6'1"14 1
5X5
D
5X5 =4X4 =5X5
E F G
12
6 �C5 T
W 2X4
(a) (a) H
(a) M _
o 50
W6
rn
B
A J _e'8"
=4X6(A2) =6X8 =5X5 =5X8 =4X6(A2)
38'8"
�1' i 10' 9'4" 9'4" 10, �1'�
10' 1 g'4" 28'8" 38'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.220 L 999 360
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.410 L 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.068 K - -
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.127 K
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.881
Load Duration: 1.25
MWFRS Parallel Dist: h/2-to h
TPI Std: 2014
Max BC CSI: 0.744
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Rep Fac: Yes
Max Web CSI: 0.994
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60 - —
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
,,tt�enttanr�tttdet,,�'
ff°✓i,.
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
•
b
®° 0. f 1
0 S 0
.e
%ee •0 4- .
�,�(' �°*il0 trii �pjfO�®m�11
COAL Ib�QQ�IAE. 11
lYj' LON1 OQ9o1gs�
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh . / Rw / U / RL
B 1515 /- !- /920 /695 /320
1 1518 /- /- 1916 /697 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
I Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1852 - 2648 F - G 1655 -1995
C - D 1866 - 2456 G - H 1826 - 2444
D - E 1240 -1492 H - 1 1946 - 2706
E - F 2048 - 2513
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2290 -1492 L - K 2498 -1741
M - L 2446 -1670 K - 1 2358 -1608
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp. Webs Tens. Comp.
C - M
409 - 357 F - K 610 - 632
M - D
1664 -1210 G - K 768 -442
M - E
1241 -1466
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attachetl rictid ceiling Locations shown for permanent lateral restraint of webs shall have bracin -installed per BCS! 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 Build inQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation antl bracinlof trusses. A seal on this drawingor cover page 675o Forum Drive
listing this drawing indicates acceptance of professional enpmeering responsibili(t�y solely for the design shown. The suitabiliy and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49811 / SPEC Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3L89750067 T21 /
FROM: RWM Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25483
Truss Label: A9 ISSB / WHK 03/10/2021
7'10"14 13'10" 18'824'8" 8" 38'8"
7'10"14 5'11'T 4'10" " 6' 529'9'
6X6
D
38'8"
1' i f 10' 9'4" r 10' I` 19'4"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.87- ft
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.11 WxZV%min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
9-4"
28'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.292 E 999 360
VERT(CL): 0.544 E 846 240
HORZ(LL): 0.073 D - -
HORZ(TL): 0.137 D -
Creep Factor: 2.0
Max TC CSI: 0.879
Max BC CSI: 0.773
Max Web CSI: 0.845
03/10/2021
Ve r: 2 0.02.00A.1020.20
10, 1
38'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1514 1- 1- /909 /694 /320
H 1516 /- /- /903 /698 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
H Brg Width = 8.0 Min Req = 1.8
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 1838 - 2648 E - F 2437 - 3069
C - D 1857 - 2461 F - G 1887 - 2379
D - E 3122 - 3805 G - H 1897 - 2600
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2290 -1467 K - J 2821 - 2050
L - K 1836 -1131 J - H 2232 -1497
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - L
404 - 352
E - K
1795 -1982
L - D
598 - 307
F - J
697 - 665
D - K
2451 - 2042
J - G
727 - 446
**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 cJ SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attache, rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicabgle. Apply Oates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildincLComponents Group Inc. shall not be responsible foranydeviation from this drawing, any failure to build the ANR COMGAW
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(� solely -for the design shown. The suitability and use of This Suite For drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49828/ SPEC Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3L89750067 T4 /
FROM: HMT Qty..
1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25562
Truss Label: A11G / YK 03/10/2021
710"14 13'10" 20'8" 26' 31'8" 38'8"
7'1014 5'11"2 6-10" 5'4" 5'8" 7'
5X5
D
12
6 5� E C5=5X10(SRS) =4 F10 T4 5X5
G
T^
0
B H o
A I
3X6(A1) 1112OX4 =5X10 1112X4 S4LK
1114X4=4X6=3X6(A1)
=5X5
21'
6'0"11 69"12 3'10"4 1'4" 5'4"8
7'11"5 14' 20'9"12 24'8" 26' 31'4"8
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T4 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at
27.73
TC: From 28 plf at 27.73 to 28 plf at
31.67
TC: From 56 plf at 31.67 to 56 pif at
39.67
BC: From 20 plf at 0.00 to 20 plf at
27.73
BC: From 10 plf at 27.73 to 10 plf at
31.64
BC: From 20 plf at 31.64 to 20 plf at
38.67
TC: 177 lb Conc. Load at 27.73
TC: 161 lb Conc. Load at 29.60,31.60
TC: 214 lb Conc. Load at 31.64
BC: 126 lb Conc. Load at 27.73,29.60
BC: 489 lb Conc. Load at 31.64
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.031 G 999 360
VERT(CL): 0.059 G 999 240
HORZ(LL): 0.013 0 - -
HORZ(TL): 0.024 0
Creep Factor: 2.0
Max TC CSI: 0.753
Max BC CSI: 0.884
Max Web CSI: 0.669
VIEW Ver: 20.02.00A.1020.20
12'8"
T3"8
38'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 782 /- /-
/- /376 /-
M 1016 /- /-
/- /452 /-
K 1681 /- /-
/- /807 /-
H 903 /- /-
/- /436 /-
Wind reactions based on MWFRS
B Brg Width = 8.0
Min Req = 1.5
M Brg Width = 8.0
Min Req = 1.5
K Brg Width = 8.0
Min Req = 2.3
H Brg Width = 8.0
Min Req = 1.5
Bearings B, M, K, & H are a rigid surface.
Bearings B, M, K, & 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 523 -1085
E - F 389 -158
C - D 271 - 542
F - G 518 -1166
D - E 277 - 546
G - H 679 -1396
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - O 894 -402 J - H 1184 - 553
O - N 890 -403
Maximum Web Forces Per Ply (Ibs)
ytacfennui1tFltr��ep
s+ H t k
» ',✓Ps+.
os`x r i
r
Webs Tens.Comp. Webs Tens. Comp.
C - N 264 - 582 F - K 831 -1371
N - E 813 - 362 F - J 1757 - 797
E - M 513 - 875 J - G 439 244
0
o ` �&.
«° C
v
COA
03/10/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for saty practices prior to performing these functions. Installers shall provide temporary. _
bracing per BCSI. Unless noted otherwise top chord shall have proper)Y attached structural sheathing and bottom chord shall have.a properly
attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. f�efer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildingg Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN RYco�BANV
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracinnn of trusses. A seal on this drawing or cover page ____ 6750 Forum Drive
listing this drawing indicates acceptance of professional enc�sneering responsibility solely for the design shown. The suitability and use Nis
drawing for any sgr'ucture is the responsibility of the Building Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com: TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821
SEQN: 49812 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRet:1X31_89750067 T29 /
FROM: RWM Qty. 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25719
Truss Label: B1 SSB / WHK 03/10/2021
T10"14 i 13'10"
T1014 5'11"2
=4X4
D
21'
T11"5 6'0"11
r -r T11"5
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
BCDL: 10.00
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.00 it
Rep Fac: Yes
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types
20'10"4
7'0"4
7'
21'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.034 J 999 360
VERT(CL): 0.062 J 999 240
HORZ(LL): 0.013 J - -
HORZ(TL): 0.024 J
Creep Factor: 2.0
Max TC CSI: 0.664
Max BC CSI: 0.620
Max Web CSI: 0.557
Ver: 20.02.00A.1020.20
1yO' 3 D�Yp59Agtlp pr
61, 0.7108 1
�s
COAL ONl..,�,,e
03/10/2021
26'4"
5'S"12
5'4" -�
5'4"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 845 /- /- /554 /191 /280
H 1051 /- /- /542 /186 /-
K 185 /- /- /121 /59 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
H Brg Width = 8.0 Min Req = 1.5
K Brg Width = 8.0 Min Req = 1.5
Bearings B, H, & K are a rigid surface.
Bearings B, H, & K 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 693 -1221 D - E 520 - 694
C - D 539 - 679
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B -J 1015 -550 J - 1 1011 -551
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - 1 448 - 579 E - H 625 - 903
I- E 586 -174
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly- -
attached rigid ceiling Locations shown for Permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 1310,
as applicable. Apply Oates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to -- ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components -Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANf COMPA.
truss in conformance with ANSI/ PI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawin or cover -pate 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of cover-pate
drawing for any structure is the responsibility of the Building -Designer per ANSI/T�1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49813 / GABL Ply: 1 Job Number: N333986 Cust: R 8975 JRefAX3L89750067 T27 /
FROM: RWM Qly: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25656
Truss Label: 132GE SSB / WHK 03/10/2021
7'8"9
� Tl0" ---!— 2714 --{ i— 2 � -! !� 274 4- 4
H
rg�
6'1"14
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Loading
Gable end supports 8" max rake overhang. Top chord
must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
20'8"
7'10"2
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res,
TPI Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
27.8"
13'10"
13'8"
27'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.021 O 999 360
VERT(CL): 0.040 O 999 240
HORZ(LL): -0.011 M - -
HORZ(TL): 0.020 M
Creep Factor: 2.0
Max TC CSI: 0.146
Max BC CSI: 0.220
Max Web CSI: 0.147
VIEW Vef: 20.02.00A.1020.20
e'
o «
0.T08 1
«
a
S *i 0 «
•
1 o**
o.
COA
03/10/2021
4'6" i 1'8" -1
♦ Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 209 /- /- /104 /69 /290
B* 79 /- A /43 /17 A
Z 256 /- /- 1213 /99 P
AA 57 /- /- 153 /26 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
B Brg Width = 248 Min Req = -
Z Brg Width = 8.0 Min Req = 1.5
AA Brg Width = 16.0 Min Req = 1.5
Bearings B, B, Z, & Z are a rigid surface.
Bearings B, B, Z, & Z require a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
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 Join gDetails, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$ctComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANWCOMPAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawin or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional engineenng responsibilit�yr solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Buildings es!gner per ANSIfT 11 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 49814 / GABL Ply: 1 Job Number: N333986 Cusl: R 8975 JRef:1X3L89750067 T28 /
FROM: RWM city: 1 7A51320 .167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24749
Truss Label: C1GE SSB / DF 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
4'2"
47'
[--2'—'
(TYP)
�— 27' 4X4
D
&4"
4'2"
12
6
C E
N
O
B F
ALi Li LiG N 88
J H "r
2X4(A1) = 2X4(A 1)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
end Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Loading
Gable end supports 8" max rake overhang. Top chord
must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
8'4"
&4"
8-4"
Snow Criteria (Pg,Pfin PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or*=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): 0.003 1 999 360
Loc R+ / R- / Rh / Rw / U / RL
Lu: NA Cs: NA
VERT(CL): 0.005 1 999 240
B* 185 /- /- /135 /87 /59
Snow Duration: NA
HORZ(LL): 0.001 H - -
F* 185 /- /- 1135 /87 /-
HORZ(TL): 0.003 H
Wind reactions based on MWFRS
Building Code:
Creep Factor: 2.0
B Brg Width = 24.0 Min Req = -
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.160
F Brg Width = 24.0 Min Req = -
TPI Std: 2014
Max BC CSI: 0.089
Bearings B & H are a rigid surface.
Rep Fac: Yes
Max Web CSI: 0.092
Bearings B & H require a seat plate.
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Plate Type(s):
Ver: 20.02.00A.1020.20
a1
T fl ; 7
• ;(Lr
*
......... m®9 � r
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attachetl ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections $3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join 9Details, unless noted otherwise. f�efer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buiiding Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the AN mvcoMCANr
truss in conformance with ANSI 1, or for handling, shipping,, installs ion and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawing indicates acceptance of professional ancLsneering responsibili solely or the design shown. The suitability and use of Phis
drawing for any structure is the responsibility of the Building -Designer per ANSI/T�I 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49815 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JR&AX3L89750067 T7
FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25750
Truss Label: V4 / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25 _
Spacing: 24.0 "
Wind Criteria
Wind Std:_ ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.59 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 ft
GCpi: 0.16
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
1111"8 3'11"
1'11"8 1 111"8
12
6 =4X4
B
A4X4(D1)=4X4(D1) C
0— 14'11"3
D
3'11"
3'11"
3'11"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.004 999 360
VERT(CL): 0.007 999 240
HORZ(LL): -0.001 - -
HORZ(TL): 0.003
Creep Factor: 2.0
Max TC CSI: 0.070
Max BC CSI: 0.098
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
3/10/2021
♦ Maximum Reactions (lbs), or *=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /32 /6 /6
Wind reactions based on MWFRS
D Brg Width = 47.0 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
0
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10, _
as applicable. Apply plates to each face, oT truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ��
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPP�I NN
Alpine, a division of ITW Buildingq�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the M—COMPANY
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any s9ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aloineilw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.orn Orlando FL, 32821
SEQN: 49825 / VAL Ply: 1 Job Number: N333986 Cust: R e975 JRef:1X3L89750067 T5 /
FROM: RWM Qty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIAI4EAB ELEV.D DrwNo: 069.21.1302.25671
Truss Label: MV01 SSB / WHK 03110/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
1112X4
B
12
6
N
4X4(D1) N
A
LJ 9'11"13
CD
1113X6
r 4'1"11 1
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: 11
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
4'1 "11
4'1 "11
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pt. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
0
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.003 C
HORZ(TL): 0.006 C
Creep Factor: 2.0
Max TC CSI: 0.354
Max BC CSI: 0.260
Max Web CSI: 0.151
Ver: 20.02.00A.1020.20
`'` ,
g�d0®gOga
El
�n00 nu♦yP•� V``
03/10/2021
♦ Maximum Reactions (Ibs), or'=PLF
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
D' 75 /- /- /50 /27 /22
Wind reactions based on MWFRS
D Brg Width = 49.7 Min Req = -
Bearing A is a rigid surface.
Members not listed have forces less than 375#
`"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly -
attache. ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ARMCOWAW
truss in conformance with ANSI/TP-I-1, or for handling, shipping,. installatlon and bracin of trusses. A seal on this drawing or cover paWe 6750 Forum Drive
listing this drawin indicates acceptance of professional enpmeering responsibili((�� solely -for the design shown. The suitability and use of this
drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see.these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or • AWC: awc.org Orlando FL, 32821
SEQN: 49816 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JR&AX31-89750067 T6 /
FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25452
Truss Label: MV02 SSB / WHK 03/10/2021
Loading Criteria.(psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
12
6 1112X4B
4X4(D1)
A N
Ll
10'11"13
CD
1112X4
I n -- 2'1 "11 ---------{
2'1"11
2'1"11
Snow Criteria (Pg,Pfin PSF)
Defl/CSI Criteria
♦Maximum Reactions (lbs), or`=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl L/#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
D' 75 /- /- /45 /10 /13
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): 0.000 C
Wind reactions based on MWFRS
HORZ(TL): 0.001 C
Creep Factor: 2.0
D Brg Width = 25.7 Min Req = -
Bearing A is a rigid surface.
Building Code:
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.057
Members not listed have forces less than 375#
TPI Std: 2014
Max BC CSI: 0.054
Rep Fac: Yes
Max Web CSI: 0.041
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
inrnvr=
03/10/2021
."WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
—IMPORTANT"" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or-610
as applicabgle. 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 divisidn of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitty�r solely or the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 498171 EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T3 /
FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25764
Truss Label: EJ7A / WHK 03/10/2021
V_
24, I 7'
7'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.012 D
HORZ(TL): 0.021 D
Creep Factor: 2.0
Max TC CSI: 0.918
Max BC CSI: 0.504
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
d
o 708 9
m �
1 0
0 e �4
006�46811 nRP'°'��
COA` VONAt-� •;'t
03/10/2021
C
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 425 /- /- /360 /168 /237
D 125 /- /- /67 /- /-
C 161 /- /- /112 /160 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
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 anc7'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
iiid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
ile. AppTy plates to each face of truss and -position as shown above and on the Join QDetails, unless noted otherwise. Refer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Com
truss in conformance with ANSI/TPI 1,
listing this drawing indicates acceptan,
drawing for any structure is the respom
For more information see these web sites:
SBCA:
deviation from this drawing, anyfailure to build the
of trusses. A seal on this drawing or cover page
)r the design shown. The suitability and use Nis
ALPINE
AN COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 498181 EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef1X3L89750067 T8 1
FROM: RWM Qty: 14 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.24922
Truss Label: EJ7 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
127 11
12
6
M
O Lo
M M
V
B
A 8'8"
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7'
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D -
HORZ(TL): 0.028 D -
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
`3eo oar
i
o.7,08 9
o «
«
ins AT 0
n
»r;
03/10/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom -chord shall have a properly
)er BCSI sections B3, B7 or B10,
iless noted otherwise. Defer to
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 /108 /208
D 125 /- /- /73 /- /-
C 174 /- /- /128 1169 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
me, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
;sin conformance with ANSI PI 1, or for handling, shipping,, installation and bracingqof trusses. A seal on this drawin or cover page
ng this drawing indicates acceptance of professional en sneering responsibilittyy solely for the design shown. The suitabiliti9y and use of this
wing for any structure is the responsibility of the Building" esigner per ANSVTPI 1 Sec.2.
more information see these web sites: Alpine: alpineitw.com• TPI• tpinst.org; SBCA• sbcindustrycom• ICC: iccsafe org AWC: awc org
ALPINE
A-COWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49819 / EJAC Ply: 1 Job Number. N333986 Cust: R 8975 JR&AX31-89750067 T1 /
FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25577
Truss Label: EJ7S / WHK 03/10/2021
B
T
I_ 7'
r 7, i
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U#
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): NA
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): NA
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.016 C
Des Ld: 37.00 EXP: C Kzt: NA HORZ(TL): 0.030 C
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.738
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.513
Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Max Web CSI: 0.000
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0)
GCpi: 0.18 Plate Type(s):
Wind Duration: 1.60 WAVE VIEW Ver. 20.02.00A.1020.20
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
y0011aaat11111"
t0 H.
'.,,,r,J
.o� o.7,08 9
•
m n
SAT 0
1°o
ri �0�/ i�• f ter'
a •
4i••tl•a tl.+� •'a' 03 1
teen
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 270 /- /- /179 /71 /186
C 126 P /- 176 /- /-
B 177 /- /- /132 /171 /-
Wind reactions based on MWFRS
A Brg Width = 8.0 Min Req = 1.5
C Brg Width = 1.5 Min Req = -
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Bearing A requires a seat plate.
Members not listed have forces less than 375#
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) ion safety practices prior to performing these functions. Installers shall provide temporary. _
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attach6d rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin Installed per BCSI sections 63, B7 or 610,
as applicable. App7gy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildingComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the nN mvcornanrry
tr ss in conformance with ANSIfTPI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive listing this drawing; indicates acceptance of professional-engmeering responsibilitt�y solelyorthe design shown. The suitability and use of this -
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49820 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T32 /
FROM: RDP Qty: 1 , A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25437
Truss Label: CJ5A �SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
11'2"5
12
6
m
CV �
B
c+�
T $-an
D
A = 2X4(A1)
�-- 2'4" 4'1 1"4
4' 11 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 it
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.006 D
HORZ(TL): 0.008 D
Creep Factor: 2.0
Max TC CSI: 0.736
Max BC CSI: 0.220
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 358 /- /- /322 /155 /181
D 85 /- /- /46 A A
C 102 /- /- /66 /104 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
vent Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary.
per BCSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly
p rigqid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
cable. AfpTey plates to each face, o�truss and position as shown above and on the Join�Details, unless noted otherwise. Defer to
Is 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
a division of ITW Buildingg�Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the
conformance with ANSI 1, or for handling, shipping,, installapion and bracincl4of trusses. A seal on this drawin or cover page
1is drawing indicates acceptance of professional engreering responsibility solely -for the design shown. The suitabiliFy and use of INS
for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
sites:
]CC: iccsafe.org; AWC:
ALPINE
AN "W COAWAW
6750.F.orum Drive
Suite 305
Orlando FL, 32821
SEQN: 498211 JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T2
FROM: RDP Qty: 5 ,7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25406
Truss Label: CJ5 KD / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
1 1 4'11"4
4' 11 "4
Wind Criteria
Wind Std: ASCE-7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPISid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
11'2"5
Cl)t -
M
8'8"
♦ Maximum Reactions (lbs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 256 /- /- /200 /88 /152
D 89 /- /- /51 /- /-
C 118 /- /- /85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
'"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, -installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10, _
as applicable. Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE�
drawings 160A-Z for standard plate positions: Refer to job's General Notes page for additional information. Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracin44� of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawinp-indicates acceptance of professional engineering responsibili(� solely for the design shown. The su!tabili�y and use of this
drawing for any structure is the responsibility of the Building Designer perANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com_TPI: tpinst.org; SBCA: sbcindustrv.com: ]CC: iccsafe.ora: AWC: awc-ora Orlando FL, 32821
SEQN: 49822 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3L89750067 T20 /
FROM: RDP Qty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25827
Truss Label: CJ3A SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
T
10'2"5
12
6 CY)
B rn
N 88"
D
A = 2X4(A1)
2'4"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
Snow,Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
2' 11 "4
2' 11 "4
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.003 D
HORZ(TL): 0.004 D
Creep Factor: 2.0
Max TC CSI: 0.773
Max BC CSI: 0.244
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
m. 708 1
w o v
�j' eaie„etl�• �\�i q�i
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 308 /- /- /304 /153 /128
D 45 /- /- /34 /13 A
C 34 !- /- /44 /42 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
"'WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
sses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Tponent Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
cing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
ache. rigpid ceilin Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
3pplicab�le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
wings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE
ine, a division of ITW Buildin Components Group Inc. shall not, be respponsible for any deviation -from this drawing, any failure to build the ,s in conformance with ANSI/ PI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawin or cover pa a """"'C0WAW
rig this drawingg indicates acceptance of professional en ineenng responsibilit�yr solelyTor the design shown. The suitabilify and use of This 6750 Forum Drive -
Ning for any sfructure is the responsibility of the Building �7esigner per ANSI/TPI 1 Sec.2. Suite 305
more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org• SBCA• sbcindustrycom• ICC: iccsafe org; AWC: awc org Orlando FL 32821
SEQN: 49823 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef1X3L89750067 T22 /
FROM: RWM Qty: 5 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25344
Truss Label: CJ3 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
V
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
%.�`HVI.
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
i
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
day ,� 1y�♦, •�����
10'2"5
rn
ih
N
8'8"
11
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 185 /- /- /156 [71 /99
D 50 /- /- /27 /- /-
C 63 /- /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
03/ 10/2021
"'WARNING`* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
ses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
ponent Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
ng per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
hed rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10
tplicab�le. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
ings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
e, a division of ITW BuildinQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
in conformance with ANSI PI or for handling,. shipping,. installation and bracincgl of trusses. A seal on this drawing or cover pa e 1 this drawing indicates acceptance of professional en meering responsibility solely for the design shown. The suitability and use Nis
ng for any s9ructure is the responsibility of the BuildingUesigner per ANSI/T 11 Sec.2.
ore information see these web sites: Alpine: alpineitw.com: TPI: toinsLora: SBCA• shC1a 1u t v rm- icc• ill—fo A%AV
AL NE
ANR COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49824 / JACK Ply: 1 Job Number: N333986 Cusl: R 8975 JRef:1X3L8975OD67 T24 /
FROM: RWM Qty: 6 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.25358
Truss Label: CA �SSB / WHK 03110/2021
•
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "-
12
6 C
B co
0")
rn
43
A M
D
2X4(A1)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc, from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
1, �B 11114 0i
11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
03/10/2021
Ver: 20.02.00A.1020.20
9'2"5
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 143 P /- /145 /76 /45
D 11 /-2 P 114 /10 /-
C - /-15 /- /29 /33 P
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an r7 SBCA) fo'r safety practices prior to performing -these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicab-le. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to A LPI N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinccLLComponents Group Inc. -shall not. be responsible for any deviation from this drawing, any failure to build the p,,,,� COWA,,,.
truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely or the design shown. The suitabiliffy and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49826 / HIP_ Ply: 1 Job Number: N333986 Cust: R8975 JRet:1X3L19 / 89750067 T
FROM: HMT Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 069.21.1302.21437
Truss Label: HJ7 KD / WHK 03/10/2021
5'3"5
5'3"5
9'10"1
4'6"11
0
12'2"3
12
4.24 2X4
C
v
m
M
v
B
ai A
F E8 8
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld. 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
�— 1'5"
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0.162"45') nails at bottom chord
9'2"2
9'2"2
Snow Criteria (Pg,Pf
in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Sid: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
'—'1
9'10'1
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.040 F 999 360
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
VIEW Ver: 20.02.00A.1020.20
o. ?Q8 1
� k
yo
C()f\f8ve7a�i�t1t
03/10/2021
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 326 /- /- !- /154 /-
E 364 /- /0 /- /84 /0
D 214 /- /- /- /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing.Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawingg or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional encLsneering responsibilitty� solely -for the design shown. The suitabilify and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
• w
Gable Stud Reinf orcement Detail
ASCE 7-161 160 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
Orr 120 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure D Kzt = 1.00
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace 1"
(1) 2x4 'L' Brace X
(2) 2x4 'L' Brace xx
(1) 2x6 'L' Brace I«'
(2) 2x6 'L' Brace *31
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
S P F-
#1 #2
U
#3
3' 8'
5' 9'
6' 2'
7' 8' _
7' 11'
9' 1',
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
HF
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12, 6'
14' 0'
14' 0'
O
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' ill
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' I1'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
-�
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'
d
Stud
3' 9'
5' 3'
5' 7'
6' ill
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' ill
9' 8'
10' 4'
13' 1'
14' 0'
U
_
S
#1 / #2
4' 5'
1 7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
P
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14, 0'
14' 0'
U
H F
Stud
4' 2'
7' I'
7' 6'
6' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
O
I�
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 6'
10' 5'
10, 10,
12' 8'
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11,
9' 0'
9' 4'
10, 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
S P
#2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
1 4' 4'
6' 5'
6' 10,
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Q)
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'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
140' 1
14' 0'
14' 0'
_
S P F
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12101
14' 0'
14' 0'
14' 0'
14' 0'
U
H F
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10, 3'
11' 9'
12' 3'
14' 0'
14' D'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
r i
D F L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12, 0'
14, 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14, 0'
14' 0'
About
Diagonal brace optiorn
vertical length may be
doubled when diagonal
18'
brace Is used. ConnectErr
L
diagonal brace for 600#
at each end. Max web'L'
1upper
Brace End
total length Is 14'.Zones,
typ.
#2 or
iagonal
'r
Vertical, length shownsingle
8,
In table above,e
cut
n) at
I
L
iend,
Connect dlagonnl at
midpoint of vertical web. lu 41 Refer to chart tSSk
"VARNM- READ AND F010V ALL NOTES ON TMS DRAVM
-DWMTANTo FURNISH THIS DRAWING TO ALL CORTRACTORS 1NCLUDDIG THE INSTALLMSC
Trusses require extreme care In fabricating, handUng, shipping, Installing and bracing. Ref a t,
follow the latest edition of BCSI (Bultding Component Safety Information, by TPI and SBCA) f.1
0 si
practices prior to performing these functions. Installers shall provide temporary bracing pe B
Unless noted otherwise, top chord shall have properly attached structural sheatlJng And bo
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint 1
shall have bracing Installed per BCSI sections B3, B7 or B10, as n ):cable. Apply w g P PP PP Y Plates to en
of truss and position as shown above And on the Joint DetaRs, uniess noted otherwise.
P' Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devimtl
this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, ship,
AN ITW COMPANY installation & bracing of trusses.
\ \ 514\ Earth\ Ci \ Expressway A seat on this drawing or cover page Usti g this drawing, Indicates acceptance of professional
b P Y engineering responsElUty solely for the design sHawn The sultnb0.lty and use of this drawing
\\Suite\242 for Any structure Is the responsibility of the Mding Designer per ANSI/TPI 1 SecP_
%%Earth% City,% =63045 For more Information see this Job's general notes page and these web sites,
ALPINE, nualpineitw.comi TPh www.t Instorg, SECA, w-sbclndustryargi ICC, wwwJccsafearg
Bracing Group Species and Grades)
Group Al
S ruce-Pine-Fir Hem -Fir
#1 / #2 jStandqrdQ #2 Stud
#3 1 Stud 1 #3 Standnrd
Dou las Fir -Larch Southern Pinemmm
#3 Qanda
3Stud udStandnrd rd
Group B:
Hem -Fir
#1 & Btr
#1
Dou ins Flr-Larch Southern Plneimm
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
■wiFor Ix4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards. Group B
values maybe used with these rndes.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 plf over
continuous bearing (5 psf TC Dead Load).
Goble end supports load from 4' 0' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0,128'x3.0' min) nails.
)K For (1) 'L' braces space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' bracese space nails at 3' o.c.
In 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 807 of web
member length,
Gable Vertical Plate Sizes
14Nt{1z,141.
0 Ilbh
, t, _
Vertical Len th
No Splice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than 11' 6'
4X4
A"w w �f/�i 11 peak,
Refer to common truss design for
peak, splice, and heel plates.
• Refer to the Building Designer for conditions
ax abl ve tip le~f th, not addressed by this detail.
Q' REF ASCE7-16-GAB16015
DATE 01/26/2018
�T s $, DRWG A16015ENC160118
Ia° MAX, TOT. LD, 60 PSF
� 1 �/2021
MAX, SPACING 24,0'
'T
Relnfol
Memh
Gn
Tr
Gable Detail
For I Pi' -in \/artirn I c:
Gable Truss Plate SI7es
ppropriate Alpine gable detall for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates.
vertical plates overlap, use a
.te that covers the total area of
lapped plates to span the web.
2*2X4
2X8
Provide connections for uplift specified an the engineered truss design.
Attach each 'T' reinforcing member with
End Driven Nulls
10d Common (0.148'x 3,',min) Nulls at 4' o,c. plus
(4) nails In the top and bottom chords.
Toenalled Nallsi
10d Common (0.148'x3',min) Toenails at 4' o.c. plus
(4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118, A16015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END100118, A20015PED100118,
A11530ENC100118, A12030ENC100118, A14030ENC100118, A16030ENC100118,
A18030ENC100118, A2003CENC100118, A20030END100118, A20030PED100118,
S11515ENC100118, S12015ENC100118, S14015ENC100118, S16015ENC100118,
S18015ENC100118, S20015ENC100118, S20015END10011 �Ipp'��f6T0i`
S11530ENC100118, S12030ENC100118, S14030ENC as 30 1w001}S,,4
S18030ENC100118, S20030ENC100118, S20030E 01 Q1W, b100p��$'(�'
See appropriate Alpine gable detail for maxir>� elit#grQc$� dgrf�
'T' Reinforcement Attachment Detail
'T' Reinforcing 'T' Reinforcing
Member Member
Toe-nall - Or - End-nall
To convert from 'L' to 'T' reinforcing members,
multiply 'T' Increase by length (based on
appropriate Alpine gable detail).
Maximum allowable 'T' reinforced gable vertical
length Is 14' from top to bottom chord.
'T' reinforcing member material must match size,
specle, and grade of the 'L' reinforcing member.
eb Length Increase w/ 'T` Brace
Example
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Goble Vertical Length
1,30 x 8' 7'= 11' 2'
'T' Relnf.
Mbr, Size
'T'
Increase
2x4
30
2x6
20
ID(PORTANT.A� THIS DRAM TREAD AND O AuLCMrIR"IACMRSS ON �uBM Tl msTALLERse ; Q' { d i REF LET -IN VERT
Trusses require extreme core bi fabricating, handling, shipping, InstnlUng and bracing. Ref �taRpn s DATE 01/02/2018
Follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) fo sdd�Fzz •
practices prior to performing these functions. Installers shall provide temporary bracing pe BCSL • r
Unless noted otherwise, top chord shall have properly attached structural sheathing and bo m cho�I ¢ pT • =.
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint f S, 07 Pill 0 • DRWG GBLLETIN0118
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to eat •i
of 4russ and position as shown above and on the Joint Details, unless noted otherwise. �s •
PI Reeer to drawings 160A-Z for standard plate positions. $� A �i S�
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatio r •••a•em •,,;i"••••
this drawing, any future to build the truss In conformance with ANSI/TPI 1, or for handling. shlppin� [1� ,•,�\, MAX, TOT. LD, 60 PSF
AN ITW COMPANY Installation & bracing of trusses. 47
A seal on this drawing or cover page Ustig this drawing, Indicates acceptance of professional /
IISutel 242\Cilyl Expressway far my �s structure Isresponsibility responsibility s� M� to $a I i drawing '�,yy� �� y�o'(/10/2021 DUR, FAC, ANY
11 Earth\ Cily.% MO163045 For more Information see this Job's general notes page and these web sites MAX, SPACING 24�0'
ALPINE, wwmalpineitw.comi TPI, w-tpinst.orgi SBCA, www.sbclndustryarg) ICG ►wwJccsafearg
•
Valley Detail - ASCE 7-16: 180 mph, 30' Mean Height, Partially Enclosed, Exp, C, Kzt=1,00 ,
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better.
Dot 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 withi
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph. 30' Mean Height, Part, Enc,
Building, Exp. C, Wind TC DL=5 psf, Kzt = 1.00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max,
2X4 X4
8-0-0 max W
4X4
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80Y length of
web, same species and grade or better, attached with lOd 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 withi
properly attached, rated sheathing applied prior to valley truss
Installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0',
Pitched Cut
Bottom Chord
Valley
20-0-0 (++) 0-1
Supporting trusses at 24' o,c, maximum spacing,
jo Valle
Spacing
Square Cut
Bottom Chord
Vallev
2X4 4X4
-:�Tf
Stubbed Valley Optional Hip
End Detail Joint Detail
n I T
t 2,
U �IL9{Itt11DDA
Vol
lip }wwQ••w a• / mmon Trusses
Partial Framing
s'�.. ��� f . at 24' o,c, Plan
—VARfUNGNA READ AND FDLLDV ALL NDTES 13H TMS DRAWIW 0, r Ud 1
KKDV T(TAMta FU MSH TMS DRAWING TD ALL COMACTMS DICLUMNG THE WSTALLERS. ., •
Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer !-�,
y c
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SHCA) for f w •'
practices prior to performing these functions. Installers shall provide temporary bracing per Unless noted otherwise, top chord shall have properly attached structural sheathingand bolt r 0Y'1shall have a properly attached rigid ceiling, Locations shown for permanent lateral restraint o o a? d'i Y V •
shall have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to et.947
of truss and position as shown above and on the Joint Detafts, unless noted otherwise. ,•, ow �1 • a",V `.'r;
ep
I Refer to drawings 160A-Z For standard plate positions. 4 e•� �, `
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation n aww , ••• +�
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, @r •f�•a P• t+
AN RW COMPANY Installation 4 bracing of trusses. �('
\ \ 5141 Earthl City\ Expressway enA seat o re is draw ty oriel f or co— � signdusting thIs drQ* g, trwflcates acceptance of professkmt ��+ ��
1 \Suite\ 242 For any structrre is the o sponsQt0.lty of the �d4g Designewn. The r peryANSI/TPI and use1 Ser2 drawN<9r,�d lie/P /10/2021
\ \ Earthl City,\ MO\ 63045 For more Information see this Job's general notes page and these web sites
ALPINE wwwatpinettw.comt TPI, www,tpinst.orgt SBCA, www.sbcindustryarg) ICC, wwdccsafenrg
y6-LL 30
TC DL 20
BC DL 10
BC LL 0
TOT. LD, 60
0 40PSF REF VALLEY DETAIL
5 7 PSF DATE 01/26/2018
0 10 PSF DRWG VAL180160118
PSF
+557
PSF
I DUR,FAC.1.25/1.3311.15 11.15
24,0'
ft
Valley Detail - ASCE 7-16: 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,
AW Attach each valley to every supporting truss with:
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on
supporting truss material at connection location)
170 mph for SP (G = 0,55, min,),
155 mph for DF-L (G = 0,50, min,), or
120 mph for HF & SPF (G = 0,42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses,
Bottom chord of valley trusses may be
pitched cut as shown,
Valleys short enough to be cut as solid
members from a single 2x6, or larger as
shall be permitted in lieu of fabricating
separate 2x4 members,
square or
triangular
required,
from
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,
WAX 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',
All plates shown are Alpine Wave Plates, 4X4
2X4
3X4
12 Valle
12 Max.I Spacing
2X4 X4
Pitched Cut Square Cut Stubbed Valley ❑Ptional Hip
�---- 8-0-0 Max l� Bottom Chord Bottom Chord End Detail Joint Detail
Valley Valle
4X4 Toe -nailed / y
12 or m n T u sses
12 Max. t 2 o, ,
X3 ll Set,
1X3 12
6-0-0 10 Max. a t4
1X3 (Max Spacing) 2X4 Q�� \fig:EL
1X3 5X4/SPL 1X3 SQ��slna;rrrr�r+e+ora��
►Y' H. f`�Common T usses
Partial Framing
��i.°•'�iyE S •. ! .. at 2 ' o,c, Plan
Supporting trusses at 24' o,c, maximum spacing, a$ a 1y ,.
. r
w°VAfMQM READ AND F0.10v ALL NMES oN TMS DRAVDU a 0. LL 30 30 40PSF REF VALLEY DETAIL
■M WMTANT°w Fl1RNG ISN THIS 1RAVO TO ALL CONTRACTORS DrICLUDING TIg n+sraLLFtt
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Re + n
follow the latest edition of BCSI GullrBng Component Safety Information, by TPI and SBCA) f� fe • - TC DL 20 15 7 PSF DATE 01/26/2018
practices prior to performing these functions. Installers shall provide temporary bracing BCSI G'
Untess noted otherwise, top chord shall have property attached structurat sheathing and b on ch�d Q $C DL 10 10 10 PSF DRWG VALTN160118
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restrain of bs • �}s
shall have bracing installed per BCSI sections 1 3, H7 or BOO, as npplIcabte. Apply plates to h em ,` s� tl �Lr
t' of truss and position as shown above and on the Joint Details, unless noted otherwise. ¢ w ° �+V/ BC LL 0 0 0 PSF
A p' Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shot( not be responsible for any devlatI •°'an ••°
#Js drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for hand, shippl •,�•w°• �+� d TOT. LD, 60 55 57PSF
AN ITWCOMPANY Installation & bracing of trusses.
A seat on this drawing or cover page Ustig this drawing, Indicates acceptance of professbral t f,may
11
514\ Earth\ Cityl Expressway englneerig responsibuity solely for the des�n shown. The sultablltty and use of this drcwig Stj + `� I,p� �/] Q/ZQ2 j
IIsuite\242 far oily strucMre Is the responsibility of the bAcOng Designer per ANSI/TPI 1 Sec2.� DUR,FAC.1,2�/1.33 1,15 1.15
\\Earth\City,%MO\63045 For more Information see this Job's general notes page and these web sites
LP , SPACING 24,0'
AINE, wwwAlpineitw,coml TPI, wwr.1pinstorg, SBCA, www.sbcindustry.orgl ICC, w■wlccsafe.arg
rH
I VALLEY FRAMING & BRACING DETAIL s
R
Bc
h/x
of
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: W-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05,140 mph, Enclosed, Cat II, Exp B, 1=1.0, KIt=1.0
-Or A Maximum of ASCE 7-20,180 mph, Enclosed, Exp D, Kit=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
,a 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.
:TYp)
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)
316d toe -nails
Truss to blacking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Crloole to ourlin
316d toe -nails
V. r RC4u1RCu Ir -LICKS AKC USCUI 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE:16d (0.162"x3.5") COMMON NAILS
-2x4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" Ion
nailed w/ 2 -10d (0.148'W") nails. Or 2x4'T' or scab reinforcement nailed to flat edge
of cripple with 10d 10.128"x3.0") nails at 6" o.c. 'T' or scab must be 90% of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces w/ "T". or scab. Use stress
graded lumber & box or common nails.
JJarrow 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 requireme
Nails are common wire nails unless noted otherwise. He
v� r �eeeeeeeee • ��i
4�SS�J•reE�`CjENs�oe � _
"WARNWil" READ Are! FO10V ALL NDIES ON Tlas DRAVDfri s
Ne0W RTANT" FURNISH THIS MAW= M ALL C01 RACTRS DCUMIM• THE II6TAlWm ^
Trusses require extrene core in fobrfcatkg, handling, shippkg, Installing and brocko Refer m
^ police tha Intact pert of SCSI (BLAdkVthese
functions.
in t Safety Infan ovtdc by 7PI and SBCAI for at
unlesspractino prior to Ise, top
these actives, installers shed provide ral sheathing
and per d f I.
unless rated otherwise, top chord shell have property attached s6t.cbrnl sheathinG oM bottor&ch
r� shall have a property attached = celkp. Locatims shown for perm ent lateral mstroht of�eel
�� n( slnll Inve brack+G hslalled per HOSI aeetloru !3. 17 or H10, ns applicable. 11PdY Plates to each F`q-
o Illl \�V111Lr� °f 4usa nrd posWaf as sFnsn above and on the Jdnt Detalls, unless noted otherwise.
Refer to draekW I60A-Z for standard plate posltlons.
Alpine, a cUsim of ITV HuldlnR Conpments Group Inc. shad not be responsible for my deviation f
ANiTWCOMPANY this drowkg, any failure -to build the truss Inith ANSI/iPI 1conformance w, or for hmd1kg, shipping,
hstallaticn t bmdno of trusses.
A sear on this dr4wkg or cover pace UsthG this draehg, krdcates e¢eptancer of pmFesstxnl
solely for the � shown ihr-ttobrrty ud use of this dvwhp
13389 Lakefront Drive forge k r• ih' of he k&� Dasiprr per Ar/SI/TPI 1 SM&
Earth City, MO 13045 For wore hfor natlon see this Job's General notes pope and these web slier
ALPDE—Atolneltwtaru TPL wwetdrutnrec serd
7'6�- (A)
(B)
(";
* : *
C LL 20
30 40
54
STATE OF ;•
C DL 10
BC DL 0
20 7
0 0
7
0
�• �04e'�
4 0RIOQ'••f.1
BC LL 0
0 0
0
TOT. LD.30
50 47
61
to
DUR. FAC. 1.25/1.15
SPACING SEE ABOVE
REF VALLEY FRAMING
DATE 10/01/14
DRWG VACNVIS01015