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HomeMy WebLinkAboutTruss4
0
40'—O'
Labeled End Mark
Total Truss Quantity = 86 DIMENSIONS FOR BAY WINDOW JACKS.
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND
ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
1-f9E E®
- LcL '6'X-0d1')50r—
r
PLUM
RUM TO
PAIR FOR
CONNECBON.
I.
-o'
TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
DIFFERENTIAL
(SEE STRDNGBACK LETTER
IN ENG. PACK)
e1s-
-I� 0
General Notes
1) M pmN clad trmm, flat team aW fld
9W- h— Br bW d-d PNU* p*W 7-
2
) M 16it hddW Wm � — to sitQeat HM tml m cUm
eotrd
3) N tram waft is 2r O.C. adrm atrwdm
rubrd.
4) Rr Tnn Phh bab0ub BC481 mmmffm*Bm
panwiak X-buft da" be gaud d a
Ia hm. waft 15 O.C. 0Q ffa am to
b. tgwa6fd at a mm,bewn of 2r bftm mch
x-4vm tlrab,a t tln a U&M
=edar m "Im far aq a OwW bmft
ROOF LOADING -SCHEDULE
TCDL = 70 PSF
BCDL = 10 PSF
37
DURATION 1.25 AL %F
WIND SPD/TYPE 160
ENCLOSED
BLDG EXPOSURE — C
USAGE - RESIDENTIAL CAT D
NAND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Truo member deli6� 3. connector plates
are designed for ASCF 7-16 and maximum
forces gvm both compeonents and claddings
avd main wind fo0 msisang systans.
' These hnsses have been rcAc ed 01,
carry an
vddilional 10# psf—o urrent bottom churl live
load.
FLOOR LOADING SCHEDU
TOLL = PSF
TCDL PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL IMCHONS
AND UPI.TPTS
ARE 3H04N ON ENGINE0MG
01 WALL KEY
® 0
LOAD] DESCRIPTION IN1r. DATE
�
,ate �enavm ven ttytt
grans
sA
MiaB IxYnGnaT RM M
a/mM
fm
my C= mm Rat
0;—.
Nl
Ml➢O /tMOO 1g 1J1 M
L16/8
v.••. r
I.
N. I 1 J
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENUE G. K W.
WINTER HAVEN FLORIDA 33680
PH13M (800) 959-8806
FAX, (863) 294-2488
BUILDER D.R.HORTON/BREVARD
PROJECTCREEKSIDE
MODEL 1756/EAS RAM/E PLUM
CCA PROJ/MODEL/ALT
7A5/320 175EA
ALT DESC
OTC 3331 HOMESTEAD DR
LOT 5 BLOCK
DESIGNER
PAGE
RWM
1
01
14.2014
'1372962L
Sc' "=1'
EiJGhdEERING PACKAGE
Builder:
Project:
Model/Building:
Lot Alt:
Lot: j�5 ----�
Block: unit:
Revision Date: New Load #: RH01
CARP E NTE R'CONTRACTO RS OF AMERICA., INC
3900, AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
March 1-3,20.19 An rrWC6WAW
Mr.. Bob. Michaelis
C-2 "' ht6r"C c .�pb -C.-Oritradd of
-390P Anuo G .
�e Northwest
..
Wjbt6r Hav6h,,:FL 33.860-626.1
Re: Alternative:""nst6116tions-Jbr 6 single 01y carni6d truss with a width less than n the -hanger width, grid'
load :
value-f6rfdci-. Mo.Ljnt6d:'hgngei.r,.attachiii6nt6n.-*a,one Ply
.§U.Pporung girder(R6fef6n`d6 d6t6ll WA37-02)...
Dear Bob,,
.F& a 6inglia ply carded truss with - 'a width lest thah'the'ha'ngee. Width yoii can iiistall'a. prefabricated iack
scab .truss: for wood.filler bI6ck'*IhgL-The' chord: sizes,r-Oqrd..grqaes, and -AlPirTe:.;cdhnedtbr.pWfe(s) to -
.be the. saute as'the single ply-camodtnj'§s.'The prefabricated jack scab truss (*};inrill have a.minimum
jengti of 48" and will have a. minimum pij6h,:Qf-;5A I. The single p y. Ir.. ve..? reaction Of
I card shall ha
-e htwo. �4 foWs:,'of 0.428" 3,&00# or less. Atta0h.PrefEi���i6d.i�6k:'tcab:tr.uss, wit . x3.0'?'G(in Nailsat.27
-- ------ - --- - T,O..pet.rb*,-st.agger6d'-staggered-(ae-F4'uf6 I bdlb*. P]66�e.efertuth&,SMsowSror►g-Tie -catofog Gam—,C&)p
2Q%ppg# 216 Pigqr9--24qr mare information:
FigiM& .1
For,' — -Ii 'I" ltd " at requires Wobd'blockin6 to,'adhii veAUil design load Value for face -mounted
Fora single er, E� .. .. . -- nte.d
hangers :attach: on back. face of. the ejng,,e::Pl* -g!
.e- Wqpq- Oloc.k jq`t4e girder with tl�q same size. and
Y �� 0
length to be such that-1116--wi6cid
grade. .at'thd bottom. -char d.O.f'th.e sfn66.-ply girder. block f600
blocking: -extends to eaqadjacent: panel r6oihts.'(Wdb:.;tkfid b4ttom'..ch&d intersecrionq),;. P�qaqh.Vvp'
block (-)-.'.with 28. x$V'O' pp'r:'r'o' . staggered . g fe-d - 3.0 . applied to the
Gun Nciiis at gp w
er
6*.'Forum Drive Suite $05, Odandqi.- FL. 3282j
mwmatpineihwcom
a
a
e
LPINE
single p x .3 Gun "N8tis.4�,-each panel ply face. with. an additional (.2p) 0.. 128.!� -PpJnt appe.d Iothe,
%ddod blobklad O"to."
-pa'de 216-,- tfidrt irif6ftnatio'n.
Figure21'
. ...... ..... ..
The -application of- prdfabhbated jadk'*'sc4b ttU"'§s f6r-Wdod fiIl6ebIocki1n'g':61f w- '
qpd blocking locking -to; achieve. kill.
design joad'vallue for fqc&-mo.unt6d h4ngprq must be -.approved by -the -hardware manufacturer:
istarices, and tpAdibo. . all nail connections mast be su icien -t o Al -.and bind: d t "."i pre
VEint-spliffirig of
Vvodd.,
If I canbe of any -further assist r)qe,-or if have any:qLj qnsi please -give mp a call..
a py qsf
4:
Williaim H ` Krick-P.E.
-Chief Engj j h0er
Alpine -an ITW- Cbrh . pAny-
E-n-g'jr-jei.-.ring Popafrngnt.
Odandoi FL
STAT
675076rUm- DiW6:Su_'1t6-'305', Oflafidd.. FL 32821 - (8DQ).521.9790 - (863) 422- - 8685
0,
61
ALPINE
A .0JI 26:.'2019'
Mr. Bob Michaelis
Carpenter G- oritraidtort -of.Aft)6ridef, Inc.
-3900 Avertop iC; Nqr.0w 0
Wintet Haven, FL 33880-6201:
Dear. Bob,.
R61 Strdnobabk brid.gihq.bh fbbftrusset-
I understand -there. i's -so Me. concern over our febb'frihiendati6ris f6r:str4bhgback- bridoind'oh- roof trusses,
p:poqq!r.arqent. S . P. ..a require.
Rg�Ack- bridging for roof trusses is not _qfAN 1-�T 121914nprl'!5�- 1. mentofthe.
BLilldirjg .Component -Safety, Information- .(BCS`),. E�vt -strorIgback. bridgihg ory roof :trusses is
recommended' y„i,arpenfer
if
St k- b"i-d"i—` h . J6116V
Cdftt -W.-Americal n ging. 86
funcfidns:.,
One, bridging aligns the bottom -chords :after -thp.y: pre- set so -they are qnifq.. along rTn .. Pg the ceiling
ljneand h&i h'- "Ilk Orvj1*Eib1q-
Osw --cei ings
-E T.woi bridging ing redureducesi6lativd deflection of. a'dj6d&ht:tt'Uss69z:
.. - -
Strongback bddging"'.4doe's- n z ot-'Prevent-or reduce: -overall indiVidual deflection, especially -any r66ftUs969,
4E!f 10
qftDcLM9�re fharl 114i inch.
Sirongback- I bridging in, roof. trusses doe's 'not servel'-Asi '.teffipi6r6Lry'*..oe. ge4Tna*'ridht:,bra_qjhg --and k p9t.
id6 . d t . 6 -4eWeeh ir'dt�;.qs. Consequently,. -no desibo [bad" TiAv.
.ihten A§tribUte. or design joiads.* . ' i . . . $
.been accodritedfor-With thig.detail and continuous-strcihgback'bddgirig b6tw6em-
"
comehon and g'i.rd.e.r The.. use :of s.i.p.9-gback bridging� shall .Rot: nWfere with other, design
considerations as specified .by the Engii�eikr . '6ff26cordorth'gBLi.ilding:DesignL:ir.'
-Thdouter -ends of'file '$ir-orfit3ack-
bridging shall be attached; -to a.* W;jjJ or anpther:secure e 'or
as. sppcifiedl.by the Sfijiheer of R66otd 6f.thd Building.Designer:
bridging shall be �a-nffinimin :Of 2x.6 horhiriaf Lull -.'bei.r.oriented -Mth f4e depth vertical'.. Attach
with 1:00 -common. nails
.0.1'629x3.5".-) nailsat, each intersecting hembeit. When extending the-
.strdrgbabk bridging overlap- byAt. a.minirum qf. Wofrussps, Tha.Jocation: of. the: tr n_gba
ck. bridging.
-
mayOqspecified'Oy theT u§s MahUf6LtuhMr,. Ehgineerof Redord -or BuildingDe§igner.Please -tefe-t0
"StrangbAckiog'P.rovrsions"I Or.jo Apjne;8T 8R1.8.ki'-014 detpi for more. information. qn. The. graphic
re.. illustrative purpose o -1"
,§ho%Wh U' -1) is for ionly.
t7.60 Fbru.rn DriveSulte 305, Oflando, FL 328.2 1% - (800) 52.1-9790..- (8631.422"8685
6
11
ALPINE
1111.11-11-
ROOF, RE--T-.Al-*L- (N.T..S)
Figured...
-If Lcadi. b� of MY further gss'istarite orlyou -have -.arty qq6aons,- pie.a.sergive-me a-c.all.
pal:
70
WHIWM H,.Knck- RE E 0
Alpirle an ITW:C-omoginy
Engineejin.j'D6pWtm'e"fit IOIYA'
-Oftndo: - FL. V824,
i5760'Forum Drive guite...366i Grkdd.,-'FL 32821-i 8001,521-9.790'- (863)422=9685'
ww �tllpir��c w ..oi
:41 V N6.
.;SCAB NaTri `IN LIEU."OF
LAP VRONGBACK-:1
FaW.-AT'LEAST 13HI
STREINGBACK, *BRIDG
NOTEi DOtdIts;1. and .;R:;ar*'the
ATTACH
DING -
AN MOOMPANY
STRON63AtKjtIDLING
I NG RECOMMENDATIONS
erOjbd of
IMUM) STRUNGBA CM - IEDATEACHENR'
OP -All SCOL07-Oh MOCKS snatt, jae: :(X. r-unimum—tv.,
'stress gradedtumber?'
jER
0-.- At L..str 01, acl� brldglnq.ancl bracingskdl be::.o..
mlriliqum 'stress grq . L?.. - - Wribe;,�.-!
- - ..
'®--The -'pgr*' p ose r of girondb.ark:bricI6IhQ.'N;., to.
Clei jVITH'10d:BOX�GUN v 0 elop load sharing I6etwee6'1n-dKdC'I'(1bL( true es„
A.149 .';N�- ROW..SA . T
' i^es:ul'ting In arI overall .Increase" In, -thy
stlff'r1 5s .:of the: floor -systert. -23.e6-
64-� [A G_ 1k I t— I "�.j A.
Or ku Oc 1. YU j— k.. u b.wh .incle , ta,lts, Is rec.ommen-oliecl a,-.t 10' =O"' o.c. (max,>
eift Mi?thbd'5. '*_-.ThL� 'brI.bIb!hd' :6rd :'b*t4'd'dh,` - som - g "are . e.tImes
mfstake.nly' •usecl-'-'In-t"erchoLnge*ckbty.'.' `TrqOh6'1 Is. on
..uIret1eh.t.bf Any. ftdar
or raof_5ys.tiE�M. 1� efL the: T)-ussCt-e8loh
. '.r ltb
-Drc.k'*Jn9 (TIM :f.6r;-. -the;'-.br%dnb `L-.0uV'&ments -fbr
ea:c1A IOOVMQM.-trugs component, 'BrIdgling.,41
P(xrtIcu*(aMy, "s-trongboLdk.-"•b.ridging,''.I*'S, a . :
rec6mmehdQ�tjdh,. for bL truss m -.t system help
on: :In the:
vlbr.i�+Iah. 1h:
disttIbLAtIon of pblnt* Wads b.etWO66 bdjacent
I :truss, •SF.4.rongback' rlabfnq serves% to reduce
STRONGBACK 3""" IREME14TS
:io IV
Nbhe. re uFred
IV ia,2V
rvo.ki emler of
20r-io:
21 HKIn
3w to.
Oyer OY,
'te'Foes al,w4c
bounce. or Fe.slatlat .0
971r.
.6hi re-ew-ting: from
MOV111d, 001htsuch
..As fog-tstops.
Th-e Performance- of all 'floor systems -are
enhanced'-
+r8h*q6j�!�k-
by. the. In tjatbat -'16.h bt 4,
bridglrig. and •theY`efore is. -s't.rrbng'ty, recommended
by Alpine.
For adclWonql Infclha' i6h rebqt cllhg. •5-troqqba�_
1#-Iclolng, ref6r to :BCSI (Building
Component
Scifety� Informailon).
T
ATTACH STRmramxj
sillmi"Iffj?"
70 BUTTD4.a-MD- WLW
ON
t,tl V. L.s
-:SF'
-D
REF'-STR13NGBA
No. tg6l.
TLC L•- RSF
S.
b.ATE. .10.01/14
.7 pop;. .
eQi wA
11C RL PSF
-PRYG STOR-.TBR!014,
.0 r
S.
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,+ci 19 'fat. i#tvk E F-
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�O
% of pwosswal 141 01'..
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t
ard i6sw vefi -xMwm
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k, 4
m
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ffe. block 60-'
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jr
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COLLAR SEAM,AVERV 7WRCL
PAJR'OF RAFTERS
-&ifiarq
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�Maxjmum fi"Tfrqbf height; 3,04act.
'r A*,�M— okil"'Exp D, Yxtwl.0
l how
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TRV'S-
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VALLdY RAFTER.OR M011E
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3.
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4,
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a loki td6ndUs.eaAh slaeper-lk yup
6. ::Pjdge:bohrAAi3-r.00f bldck
4 lBd toe-twus
'RWD.FPFL FTPCy .7. -Rld ja-hqeilu for.mvs-
414d-t0a-A Is
...
S. -Flufna to"I (T�
A16.4tdo-njills.
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4A6ittac-AW14
.g.
10. ' 'rru3s,td;'(irIoptd*.
4-4&tov�n*ll4
No -
-- Orrun'to &A
.n.
;.ARE USED) .13.
4 16WW-netts.
NOTE;-.1600-162N(L-t�} 40MMbff
IWL-§
lcl;9jk)d , W-)
o B. I&I -Bb 40 64 Rk P
low. U=-A,
TC DL- 0 ZG 7 DAT9 10/q'�Jk4
�r IP, Ard'. IL.
Ll
IWW* Y.
es Prsar. to WfW�rw "f&Z-00a. ins QC ffL 0 .0 0 0 ORWO n�C
mr zVV-18010
zi 0 A- oo*�W-
thtr—ydX*, Wp"•6?,Gwcl* WVQLK Two P,�"e P
IT,
6&'tW- I J-
-3'0 50
TA r
0- .0 0. 0
BC
t m
z fq
-pW
mw� oxw. c
il U -d
hu. 1�v de k Im. !p6l. La... .7 F
0
L4 , d 4 31
-PT
7
A cin laovkw PAW Art.kv
P.M b-:W
3 FRI
u
Simpson Strong-Tiec, Wood Construction Connectors
Face -Mount Hangers - I -Joists, Glulam and SCL
B These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
W
C
Actual,
JDist
Size'
(in)
s
k Model
No
x
Carried
Member
timensions
(in)
Mm9
Max
Fasteners
e Altowahl Loads
,
Code
Ref:
E, �'
w Web
o Shff
Regd
W°
H
B
Face
Joist
DF/SP =
Species Header;
SPF/HF
Species Header
,Dplift
Floor
Snow
'.Roof
Floor '
Snow
(115)
Roof
.(125)
IUS2.56/1 6
-
25/s
16
2
Min.
(14) 0.148 x 3
-
70
1,660
1,805
1,805
1,425
1,555
1,555
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805
i,555
11,555
1,555
21h x 16
MIU2.56/16
I I
-
29f�s 1
15%
2%
-
(24) 0.162 x 31h
(2) 0.148 x 11h
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
• ✓ IN.
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
HU316 / HUG316
MIU2.56/18 7
✓
2%
2°tis
141/s
177tis
21h
2'h
-
-
(20) 0.162 x 31/z
(2%) .162 x 31/z;:
(8) 0.148 x 11h
(2) 0148 x 1 /2
1,515
230
2,975
3,745
3,360
4 045
3,610 12,56512,895
4 045
3 220
3 480'�
3,110
3,48Q.
C.
FL,
LA
21/z'x•18`
HU316 _r- .
!'; ✓ .
29/+s"
„, 14'/s
21h
-
(8) 0148'x I'h
1515
2,975
3 360.
3 610'
_..
265
_
2 895.
3,110:.
21h x 20
MIU2.56/20
•t-2
197/te
21h
-
(28) 0,162 x 31h
(2) 0.148 x 11h
230
4,030
4,060
4,060
3,465
3,495
3,495
'21hx22
to 261,7
197tis -
21h
r=
(28) 0.162 x 3'h"
(2) 0148 x 1'h
x_�
230
4 030
4 060
'4 O60
3 465
3 495
3 495
29/i6 x 91/4
to 26
28/1s" wide joists use the same hangers as 21h" wide joists and have the same bads.
MIU312/9'
31h
I 9'/is r
2'h
-
(16) 0:162 x 3'h'
} (2) 0.148 x 1'h
230
2'305
2 615:
2 820
1,9BD
2 245;�,2,425
3 x 91h -
tHU210 2 /=HUC210 2
! . ✓. "
3�/a'
8"fis ,
21/z
Mex
(18) 0..162 x 31h 1.
- (10).0:148 x 3
z i �'
2,680
3.0 26,
;3 250
2305)
2 605.2,SD0'
IBC,
�. _
3Ys
230,
2,$80
3,135.
31.35.
3 x 117h
HU212-2 / HUG2t227-
-
_.
✓ -
31/.
" 10-As
21h
Max.
(22} 0:16L-z 31h"
" (iU)`U.148 X 3 "
":,795
3,275
3,695
3,970
2,820
3 IBPi
• ;Yi25
:'!
"HU3 25/12%HUC3 25/72
3?%a-
113/a
21/z
(24) 0 762 x 3'h,-•`
, (12) O':148 x 3
1 r,
3;570
4 .
4 335
3;075
3 470;'
3,735.
HU3 25/16F/
HUC3 25/16
31/a
1313/is :
21h
Min
:'
(8) 0148 x 3 S ',
,7 515
2 975
3 360
;3 610
2,560
2 890;
3105•
Max
(26) 0.162 x 3'hr",'
r oG
3,870
4 365
4 695
3 33D
3 755
:4 040'.
-
3'/s glulam
HUCD210 2 SDS
31/a
, 9
3
(12)1/a x 21h SDS
{6)'la ;X2'h, SDS"
2 a
t.a"1�
� 10;
4 $1c
OL
01<0
71"D
FL
•
.
HGUS325/iB$/a
_4
7=
(46)`0.162 X 3'h
: (16)+0:162 x 3'/z:
:4 695,
9;700
9100
:9100'
7825
7,825
7825
1BG.
--
" (56} 0.162 x 3'h:,l.,
{2D)'Qd62 x 3'fi,'•'
5,040
9,400
9 &I
9 4D0
8;085
$;085,
8,D85
FL
.LGU3 25 SDS, > ; ;
•.:.
' T.
31%a
; 8 to"3D
41/z
-
16 1 a4 x 21h"'SDS
(1
72 ?/4'sx2'h •SDS
(-)
5 555
6;72D
r '70,
, 11
..
4;840
,265
5,265
HHUS46
-
3%
51/s
3
-
(14) 0.162 x 31h
(6) 0.162 x 31h
1,320
2,785
3,155
3,405
2,395
2,715
2,930
31h x 51/a
HGUS46
•
-
35h
06
4
-
(20) 0.162 x 31h
(8) 0.162 x 31h
2,155
4,360
4,885
5,230
3,750
4,200
4,500
HUS48 . ; , ;
�: •;
. '.--
39fis
;•6'/1s
2 ,
.=.
, (6);;0.162 x.31/s'.;'
(6)'0:162 x 31/z'
: o r,
1,595
1,815
:1960
,1;365
j 1,555
1,680
3'/z x 7'/a";:
HHUS48 :,;,,
• 1�
3$%s
71/s
3
'.
(22)`0162 x3'/z
(8) U162 x 31h
&,b
4,210
4 770;
5140
-3;615
4,095
4,415
HGUS48' .;
•:
'
35/s
711is'?-
4
-
' (36) 0.162 x 3'/z;
' (12) 0:1'E2 x"31fz i
3;235
7,460
7,460.
7460
..
16.415
j 6 415
I"6,415
IUS3.56/9.5
-
3s/s
91h
2
-
(10) 0.148 x 3
-
70
1,185
1,345
1,455
1,020
1,160
1,250
MIU3.56/9
-
TA.
_ 81Y1.
21h
-
(16) 0.162 x 31h
(2) 0.148 x 11h
210
2,305
2,615
2,820
1,980
2,245
2,425
U410
• •
✓
39/,6
83h
2
-
(14) 0.162 x 31h
(6) 0.148 x 3
97D
2,015
2,285
2,465
1,735
1,965
2,120
HUS410
• •
-
39f 6
81-'As
2
-
(8) 0.162 x 31h
(8) 0.162 x 3'h
2,990
2,125
2,420
2,615
1,820
2,070
2,240
HHUS410
• •
-
35/e
9
3
-
(30) 0.162 x 31h
(10) 0.162 x 31h
3,565
5,635
6,380-
6,445
4,845
5,486
5,545
31h x 91h
HU410/HUC410
• •
✓
3%
85h
21h
-
(36) 0.162 x 31h
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
16,415
6,415
G,4 i5
HUC0410-SDS
• •
-
39ti6
9
3
-
(12)1/a" x 21h" SDS
(6)1/4" x 21h" SDS
2,265
4,500
4,500
4,500
3,240
3,240
3,240
HGUS410
• •
-
35h
91/is
4
-
(46) 0.162 x 31h
(16) 0.162 x 3'h
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
LGU3.63-SDS
• •
-
35/s
8 to 30
41/z
-
.(16)1/a" x 2'N' SDS
(12)1/4" x 21/z" SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
Lq
MGU3.63-SDS
-
35/s
9'/a to 30
41h
-
(24)1/4" x 21h" SDS
(16)1/4" x 2'h" SDS
7,260
9,450
9,450
9-450
6,805
6,805
6,805
"
.IUS3.56/11 88
= "
35h
11?/a'a
'1;426
,1 61,51,1
5
,1:;22D
1,39Q
1,485.
MIU3i56/112'h
-;
. (20) 0.162 x31/z -'
(2) D:148 x 11h.
, 210.
;2;880'
3;135
>3;135'�"2,475
i.2;695
.2;695
✓'`
3?/r6
70':
2
" .;-
{1fi},°0`:162x3'fz;-
,.(6)D148x3
�ru"-
2,305
2,615''
28201.
L1980�'2,245�2,425
HHUS410
!. •
: .- ,04a
4,845i5486
5,545
,
HUS412' - "
•
=`•
3?5s
10'h""-
(10) 0:162 x 3'/z :.
3.4
2;660
3,025:'3
265
2;275
2,590:
2,795
31h x 117/e
; HU412 / HUC412
39/is
10§Ss
2'h:
Min.]
(16).0.162 x 34h :-
(6) 0.1 48 x 3
1135
2,380
2,68512
890
2;050"2,315
"2,49D'
' .
Max'
(22)'D.162 x 3'h'.`
(10) 0:148 x 3 „
: '.r.e6
3;275
3;695
3,97012,820'
3,i80
+3,425'
HUC0412 SDS •:`
!•
,', =.
39/is
11
`=
'(14)1/a" x 2'h" SDS
(6)'/a°'x 2'lz>:SDS
2.26
,,5,1'e
U4
' 3;630
,c30'�
HGUS412 -, ..
•; •
-.
3.Sh
; .1D7fis
4
-
` 0.162X
3
040.9.,400409
0
8;08
8(56) 085;1
8;085
'
LGU3.63
57:8t0
'h
1xz:SDS
6'/a" 21/
z'
12)'/' x=2/
5W2
72
"
6 720
4;840�4,0`j4,840SUS
,
MGU3;63 SDS .• ; •
•,
'.
35h/ato,30
,41h
-
(24).YVX21/z;:SDS
(16)•'/a'x21h SDS:
7,260
9,450
9450`,`9450
6;805,
6,805
6;805,
HGU3:63 SDS . ,.: `fi'`'
-
" :3
17.tD30
4'h,k
21h"SDS'
(24)1/4'";x'2}h "SDS
;9, luD
i.a;16r1
a.ifi0
5�,16,
9,4'51
A75
9,47
U
z
0
0
F7
0
z
0
Cr
0
a
U)
N
rn
N
U
U
46 See footnotes on p.150.
Simpson Strong -Ties' Wood Construction Connectors
r �
Adjustable Truss Hangers
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience.. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized.. Some products available in ZMAX® coating.
OSee Corrosion Information, pp.13-15.
Installation:
d .
C
Use all specified fasteners; see General Notes.
0 The following installation methods may be used:
U
rn • Top -Flange Installation — The straps must be field formed
over the header — see table for minimum top -flange requirements.
Y^ Install top and face nails according to the table. Top nails shall
Z3 not be within 'la".frorr3.thedfxq..c�f tb� tgn.f�a[ige.emb_,ers. Fgr
Syr- ~ theTHA29, nails used for joist achment�ustib-•e-driven at an
ca - angle so that they penetrate through the comer 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
RM,
M-1 the joist.
a'
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
• 34" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
r
13/4' for
THAG422
for
122.2
426-2
THAC422
Face nails Top nails
per table per table
N'typicai
21h' for THA422-2
and THA426-2
THA418
Double 4x2— 2face nails
Use full table value (total)
Single 4 2—tea 4 top nails
See (total)
nailer table
' Straighten the double
hear 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
® Doubb-Shear j
Double Nailing Dome Double -Shear
Shear „� Nailing Side View
Nailing �y Side View; i (Available on
Do not some models
Top View bend tab )
'%7 Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
lypl�al
Top Flange Installation
er to
tnote 5
p.187
86
THA/THAC
Adjustable Truss Hangers (cont.)
10 These products are available with additional corrosion protection. For more information, see p.15.
21
01
a
Dtmenstons
Fasteners
DF/SP
SPF/HF
�ln)
Mm
Min
{m j
Allowable Loads
Allowable Loads
Model
Ga
Top
Header
Code
No
Flange
Depth
Carrying Member Canted
lJplrft Floor. Snow.,;Roof/
Uplift, Floor, Snow >� Roof /
Ref
K
W
H
C
(n)
(n)
Top, Face Member
(160) (100) (115) Wrnd
(160) (100) {115) °'-
.
„
r (1251160)
(125/i60)
TopyFlangetnstatlatfon
11h
-
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
1,750
1,750
1,750
450
1,330
1,330
1,330
THA29
18
1 s/a
911tis
5Ya
27%
-
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2,610
2,610
2,610
450
1,985
1,985
1,985
THA213 :-
' 18
1
5'h'
2
-
(4) 0:]48 x 3
;(2) 0148 X 3
(4) 0:198 x 1'h
-
14
"G
d 401
- _
,1 i
t
THA218
18
1 %
173/is
51/z
2
-
(4) 0.148 x 3
(2) 0148 x 3
(4) 0.148 x 11h
-
1,460
1,460
1,460
-
1,110
1110
1,110
IBC,
THA218 2
16
31/e
17"hs
8 <'
2
-
(4) 0162x 3?h
(2) 0162 x:3'/z
(6).0.148 x 3
-
i
) _
. 1 ,�
7i
1 c 1
, t5 ;:;
FL,
THA222-2
16
3Ya
2ns
8
2
-
(4) 0.162 x'3'h
(2) 0.162 x 31h
(6) 0.148 x 3
-
'1,960
1,995
1,995
-
1:490
1,515
1,515
LA
THA413 1,18
3s/s,,�Ns
4'/z'';
2
-
(4)Od48x3„j2).0148x3
(4)0148r3
THA418
16
3%
171h
77/a
2
-
(4) 0.162 x 31h
(2) 0.162 x 31h
(6) 0.148 x 3
-
1960
1,995
1,995
-
1:490
1,515
1,515
THA422
16
3s%
22
77/e
2
-
(4) O'162 x 3'h
{2) 0162 x'31/z
(6) 0148 x 3
=+
1 ^t u-
THA426
14
3%
26
77/a
2
-
(4) 0.162 x 31h
(4) 0.162 x 31/z
(6) 0.162 x 31h
-
2,435
2,435
2,435
-
2,095
2,095
2,095
711A422 2
_,14.
T/a`
2"tis
93Ja ,'
2.
t' a
-0 theh
(._ __
'
`4 D 162 X:3 h
(.).
(6) 0.16'z x3Yz
- , -
3 330.
3,3 0
r-3 330
--,,
,2,8f5
2 865.
`'> 2 865 .'
' Ft~
THA426-2
14
71/4
26Y,s
• 9%
2
_
-
(4) 0.162 x 31h
(4) 0.162 x 3'h
(6) 0.162 x 3'h
_
�-
_
3,330
1 3,330
3;330
1 2,865
2,865
2,865
"kg#1S
Tate-Mount (Max)installatton
#
`
THA29
18
1 s/a
9"tis
5'/e
-
91Y,s
-
(16) 0.148 x 3
(4) 0.148 x 3
525
2,265
2,265
2,265
450
1 1950
1950
1950
'1''8
/a
13
f
s„
4014x
)THA213
q ,
THA218
18
1 %
173/is
51h
-
17:Ms
-
(18) 0.148 x 3
(4) 0.148 x 3
855
2,450
2,450
2,450
735
2105
2105
2105
THA218 2 ;
,16
3'/a
Ttis
8;:.
14'/�s1;595
...,:..
F ;
�c5
„
;' 45;
„
IBC,
THA222-2
16
3Ya
22 Ali
8
-
14Y,6
-
(22) 0.162 x 3Yz
(6) 0.162 x 31h
1,855
3,310
3,310.
3,310
1,595
2:845
2,845
2,845
FL
LA
' .
18
3s/a'
l3
'
014x
,TWA413
l 1 '
THA418
16
3%
171h
77/a
-
141146
-
(22) 0.162 x 31/z
(6) 0.162 x 31h
1,855
3,310
3,310
3,310
1595
2,845
2,845
2,345
'THA422 ;
. 6
3Vs
22
77/a'
14'/,s
-
(22) 0162-X3'h
(6)-0162 x3'h
1,855
't;
It?
,=3 o-
15L�a
3"
�4
THA426
14
3%
26
7%
-
16%
-
(3o) 0.162 x 31/z
(6) 0.162 x 3Yz
1,855
4,415
4,480
4,480
1,595
3,795
3,855
3,855
THA422-2 j
.14'
' 71/4
22"IAs
93/a <
16?fis
-
(30) 0162 x 3'h
{6) 01$2 x 3?h
,1;855
5170
5 52D
..5 520
1,595
4 445
4745'
4,745
FL
THA426-2
14
71/4
261/s
93/4 1
18
1
(38) 0.162 x 3Yz
(6) 0.162 x 31h
1,855
5,520
5,520
5,520
1,595
4,745
4,745
4,745
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a downbad rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h' min.
top flange are based on a single 2x carrying member, all other top -flange installation bads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 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 Ooist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
it
I
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
WG`a�E
9>
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
The double -shear hanger series, ranging from the fig: ,t-capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that disti1butes the load through
t!vo points on 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 apprications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes. .
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
_...._:_; _ .. __-
No�aesignedt`or-wefcka or'nailer appl'ications.---_—___
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 band tab
Dome Double -Shear
Nailing Side View
(Available on
some models)
r
1' for ors
1,A for4xs
H
t'
B
LUS28
HHUS210-2
MUS28
HUS210
(HUS26, HUS28,
and HHUS similar)
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
e
EL
19
.. .. ... Construction Connectors
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
Y
Min
P Model � Heel '
No Heights
� �
Gad
Dimensions (ni) �
' ' Fasteners �
� s
W
H B
I.
'' Carried
Membe ,,.Member.
Single 2x Sizes
LUS24' ;i
` 25/e ''
1$
1 s�1a
131a
(4) D 1z}8 x 3
(2) 0148 x 3 a
19ha _
...4�/i ,I,
13/a
„(4),d148 x 3,n,•
MUS26
41th6
18
1 OA6
53ie
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
4-Ar
16
15/a
5%
3
(14) 0.162 x 31/z
(6) 0.162 x 31h
HGUS26`
43Fia "'
18 .;,
: 1,a .
, '65/e
1 ?la
(6).0;148 x
MUS28
65As
18
1 %6
61%s
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61h
16
15/a
7
3
1 (22) 0.162 x 31/z
(8) 0.162 x 31h
HGUS28
69AB
12
15/a
71/a
5
(36) 0.162 x 31/2
(12) 0.162 x 31h
LUS210'"'i
41/a;,';,
s/ia'.:7?�ia
'13/a
(8).Q748x3„?
t4};0:148x3,<',
HUS210•'�,_
Ba/eF
76 _
1$le "
9
3`' ,
(30)0.162x31/z`
,(1-0)0.�62x37/,
HGUS210
1 , 8afs„'ss
12;-r''.15/e
91/e
5:i-„'
,(45)0.162x3, 2
j,`(16)0.162x311z
O 1. See table below for allowable loads.
U
W
N
O
F=
Ss
i
Ss`
SIMPSON'
ED
These products are available with additional corrosion
protection. For more information, see p.15.
For stainless -steel fasteners, see p.21.
Many of these products are approved for installation
E with Strong -Drive' SD Connector screws.
See pp. 335-337 for more information.
Allawable
Loads
SP Allowable Loads
SPF/HF Allowable Loads P
Model
Gode
No
Up�ftOifi
Wmd ,
Uphft1 floor < Snow Roof WmdUpliftl
Floor Snow ° Roof
Wmd
Ref
v ,
, �Io0o0rRoofs
r.�.,.�'.(125)
(160)'
(160) �100}'`�. ��1$)4 (160)
(160) (100�;(125��;
Sin' le 2x Sizes
LUS24 „`
3'
670'".
765_;
.820
1,045
35,
725
825 ,
„890 „
_7. 4�
3
. ,495_;'
,565 :,
r605.;.x77,0
;.
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
785
1,090
IBC, FL,
MU526i
�� J0,
3F1295
1;480
1,560
1 �6t3
='c;0,•
,1405
156D
„�;
1. 5D
81::✓'
955',,
r1,090:`
1180--
> 5:r
LA
HUS26
1,320
2,735
31095
3,235
3,235
1,320
2,960
3:280
3,280
3,280
1,150
2,350
21660
2,780
2,780
HGU526�
t r..
4,340_
.w4,650'
, 5,17D.,
5390
`:>7, ;,,"4,690
.5;220
.T5;390`;,'5;390
zSn.,.
.3;225 ,
3,610��
3,870
3;985
IBC, FL
LUS28
1165
1100
1,260
1,350
1725
1165
1195
1,360
1,465
1,730
865
810
925
1,000
1 270
MUS28i ..
1 u2G,
1,,73D;,
, 1 975
=2 !
- -� 32
,;:-1875
2135
--
2;255
7:c,
{5?.
1;270
_1,455
`1,575s::
;1,955=n
IBC, FL,
LA
HUS28
1,760
4,095
4,095
4;095
1,760
4,095
4,095
4,095
4.095
1,4180
3,520
3,520
3,520
3,520
HGU52S
i,s#
,�,
7,275"
F,2
7,275
c7 ew.
_, c, _
2 5
_T275
;7,275
1:3 5
,t?0;,
3,820`3,915
°,4,250::`
IBC, FL
LUS210
1,1651,335
1,530
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
IBC, FL,
" ✓,;t ��,
;.s 6�3
0`
5'£1
.�i;�
t•1D
c 22'0
? ,
�,
°>z -
„f'-�..:
LA
HGUS210
2,080
9.iGG
9,i00
9.i0G
00
2,090
9;100
9iGG
9,100
9,100
1 51u5
6,340
1 6.730
6,7.30
6,73D
13C, m
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
apecrty angie
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
94
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Simpson Strong-TieO Wood Construction Connectors
• Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights as low as 37A": 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 1h" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/s" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information.
Material: 16 gauge
m
Finish: Galvanized
L
+0,
Installation:
U
C
• Use all specified fasteners; see General Notes
C
• Can be installed filling round holes only, or filling
V
round and triangle holes for maximum values
07
• 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:-._.✓_____......
c>s
- ...._...._... � _
G. • HTU may be skewed up to 671/z°. 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
4 Many of these products are approved for installation with Strong -Driver
SD Connector screws. See pp. 335-337 for more information.
HTU26
Typical HTU26
Minimum Nailing
Installation
1/e' max. gap betWeen end bf•-'--'
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 112" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/s" Maximum Hanger Gap)
------
-1711
1x r
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
Model
Mm
Dimensions (ln )'
`` Fasteners (in) t
DF/SP Allowable Loads
SPF/HF. Allowable
Loads
Code
' No
Heel '
Height{
4
w
,,•,,
H
B
�arrymg Carried
Member Member
Upbft
(160)-_
Floor
(16WT
Snow
(115)
-Roof
(125)
Wind
(i60)
Uplift
F,(160);
Floor
(100)
_Snow
Roof
1Mrid
Ref.
Single 2x Sizes
HT1126. .:.,
31h,..
_15/e'
:57hs„
;:31fi ,
'(20)0.162 x 31h
;:(11) D.148 x 1?h .
can`:
? 6. (
:. �_ bt3
c,c i
co7r
0
Eau
€;c2r�".
HT1126'.(Min)=`"
37ia,
,1.5/s
5V1
31h;=(20)0;162x3?/z,',(14)'048-xi?h
1,25D
2,94D
3,200
.3;200
'3;200
1,075'
1852±I£2.015
'2,`015.`2;015:
HTU26 (Max.); ,.
1. 51h `:.
'-7 5/a
`.5tis
31h `,,
. (20) 0.162x 3lh '
;(20) 0.148 x 1'"h •
='1;555`'
2,940 '
3 :?C,
u;580 ,
' 4,0]0 .j-:1,335`
,2,530
''z F,,-.
s: BJ
'8,456.
IBC,
HTU28 (Min.)
3x/s
15/a
7'As
31h
(26) 0.162 x 31h
(14) 0.148 x 11h
1,235
13,820
3,895
3,895
3,895
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/4
1 %
71/is
31h
(26) 0.162 x 31h
(26) 0.148 x 11h
2,020
3.820
4,315
4,655
5,435
1,735
3,295
3,710
4,005
4,675
LA
HTU210 {Mini) ,?'
37/A . `..15/e
,
91A
31A
(32) 0.162'X 31h'.
"(14)'0148'z T^h .
,1,330i
�uti
_
':�,
04
4, 0u
`1;145`
�,- F"'
_ ao.
;3:2z
3;225
HTU210 (Maz;)
9'/d
i sis i
.9?5s
31/i
32 0.1.62:X 31h
( )
( 32 0.148 x 11h
3,315
5;9955
2,850' .
4,045
. - oe , i
4 930
5,155
Double 2x Sizes
HTU26 2:(Mirl:) ,
, 3�/a''
•35/ts!
;57f�s`(20)"0:162
z 31h
::(14) 0.148'%3''
1,515, :
2;940
'''a c.1,�,
L; fail'
'3,910
•1 905'
1,850
; 2,090 ,
"2;255
,2,465'
HTU26-2 (Max.)
51/z,
3-As,
57/%:
31h `
(20) 6.162 %31h
;(20) 0.148 x`3'
2;175
2,940 ,
.3..._:l.
I S 580
:3%
l' 1,870 ,
"2 530
s 0s
.3;8551.
HTU28-2 (Min.)
37/a
3%
71/ta
31h
(26) 0.162 x 31/2
(14) 0.148 x 3
1,530
3,820
4,310
4,310
4;310
1,315
2,865
3,235
3,235
3,235
IBC,
HTU28 2 (Max.)
7Ya
3 is
71tis
31h
(26) 0.162 x 31h
(26) 0.148 x 3
3,485
3,820
4:315
4,655
5,625
2,995
3,285
' 3;710 ;
4,G 5 _�
5 r 0,j
LA
HTU210 2 (Min ),
= 3%
3�4s :
;9yf s.
Z3 ':.
(32),0:162 x 31h
' :(14) 0.148;x,3 •,
1,755 `-'.
4 705
:,4,815`
j' 4 815 ;
'4,815 :
'1,510
3,53D
i;`3,610
3 610 '
3,610 `
HTU210 2 (MaX)
, 9Y4;'7
35/is
9l/ts'
:31h
.;(32) 0.162 X 31fz
:.;(32) 0148X:3 ,
, 4,1.10`,t
4,705 ;
.'S 3 iu'
I- ,%sC
u;�)5 ,.
;
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 loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 'A" and W, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Imit 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 1 W nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
96
6
Simpson Strong -Tie° Wood Construction Connectors
■
Face -Mount Truss Hanger (cont.)
t 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 Carrvina Member
ts!i
cr�l
Mm
Fasteners (m)
DF1SP Allowable Loads
SPF/HF AllowableLoads
Model
No
Heel
Height
Maimum
Gode�
Ref,
[HTU26
In )
Member
Member
Member
(16ID)
(100)
(115)
(125)
' (160)
(1600r-1D)
(100)
(115)
{125)
Wsp)
(Min.)
37/a
(2) 2x4
(10) 0.162 x 31h
(14) 0.148 x 11/z
925
1,470
1,660
1,790
1,875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
51h
(2) 2x4
(10) 0.162 x 31h
(20) 0.148 x 11/z
1,24C
1,470
1,660
1790
2,220
1065
1,265
1,430
1,540
1,910
IBC
HTU23:(Max)t48
>.LA
x 11/e
` 1 970
; `2 940
a1 S
qua
{ 3;905
1695,
2 530re1
',1.5
FL,
HTU21O,(Max)
91/a
, .(2) 2x6
(20) 0162 x 3?h
(32) 0148 x 11h'
,"' 2 760
2 940
' a
5n
I" 3,905
2 375;
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is W.
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanaer Gar))
Dimensions (m)
Fasteners (m)
DHSP Allowable Loads
SPF/HF Allowable Loads;
Model
P�Un
Heat
_
�- '
Code
No
W H . B
Carrying Gamed
Uplift Faor Snow Roof Wmd
Uplift Floor Snow Roof ;Wmd
Ref
w
Height
,
Member Member
;(160) (100) (115) (125) -; {1y60)
i(160) (100) (115j (125)V
,..:
Single 2x Sizes
HTU26R
31h
15/a
57/1a`
31h
(2Q) 0162 x 3?h
(11) 0148 x 1�h
C'5
? 3QJ
"5
^ 3
2 +nJ
04510
1 iu
1 r19 •
n
HTU26 (Min) ..
371a
1$/a .
,5�tifi,
31/z
(20) 0162rx 3?Jz
(14) D 148 x 11/z
1175,
2`940
3100
3100
31D0
'7 010
1 955
1 955
1955 `
1 955
HT02__(Max)
51h
1:SJa
57fs
31h:,
(20)0162.X'3?Iz
(20)0.148x11/z
;1215
2;940
0 ^C
tit
r
'1D45
1850
2 9L
E5=
2255
IBC,
HTU28 (Min.)
37/a
15/a
71AB
31/z
(26) 0.162 x 31h
(14) 0.148 x i lh
1,110
3,770
3,770
3,770
3,770
955
2,825
2,825
2,825
.2,825
FL,,
LA'
HTU28 (Max.)
71/4
15/a
71/16
31/z
(26) 0.162 x 31h
(26) 0.148 x 11h
1,920
3,820
4.315
4:655
5,015
1,695
2,865
3.235
3,490
3,765
HT1121" (Min:)
37/a
. 15/a
; 935a
. 31/z
(32) 0162 x 31h
(14) 0,148 x 1 ls'
1 250:
3;600
3;606,
3;60D
3 600 ,
'1075
2 700
2,700
2,700
2,700 '
HTU210 (Max:) ' j
. 91a
' 15/a
9116E
3h'
(32) 0162.x 3?h
(32) 0.148 x 11h
rLL3 255
4;705
5;020
5,020
5 020
`2 800
3;530
'3;765
3 765
3,765"'
Double 2x Sizes
HT,lJ26 2 (Min.):
3�/a'
3§ia
5�tie'
3?Iz'
,(20) 0162 x 31/z
(14)ji0:148 x 3 :
- 515
2 940^
o 3 C
3 500'
3 500'
1,305
2 205
2 205
2,2 05 ;
_205
HTU2&2 (Max)
' S1z
3�6
57ti6
31/z
,(20) 0162 x ;3?
(20) 0148 x 3
1910
2 940
°_P
3 500
3 500.
1 645
2.;205
205
2 265
2;205
HTU28-2 (Min.) .
37/a
3%
7346
31/2
(26) 0.162 x 31h
(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
113G,
FL,
HTU28-2 (Max.)
71/4
3-Ms
71i6
31/z
(26) 0.162 x 31h
(26) 0.148 x 3
3,035
3,820
t,315
4,655
5.520
2,610
2,865
3,235
3,490
4 40
.LA
HTU21D 2 Miri. !
3 la
36
9'f6 ;
1
3 h°
1Iz
(32) 0162x 3'R
1 0:148 x3 :
(4)
1755{
4 25a
4 255
4 255
4 255:
,,1 510
, 3,190
-.3,190
3.190-'
. .. ,
3,193,
0.162x 31/z
.(32) 0.148 x 3
''3 855
4;705
alu
_ S
6 470
3 315
3,530
3;980,
4,300
4 855
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 loads have been increased for earthquake or wind loading with no further increase allowed. Reduce -where other bads govern.
4. Wind (160) is a download rating.
5. For hanger gaps between 1/V and 1h°, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -lie® Connector Selectors 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° naiU 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.
IL
0
19
Simpson Strong -Tie° Wood Construction Connectors $IMPSON�
• Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly:
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
• HU is available with both flanges concealed, provided the
W dimension is 25/,e" or greater, at 100% of the table load.
Specify HUC.
• HU is.available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an W
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TfN2-25134H) for concrete and 1W x 2344" Titen 2
screws (Model TTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sa un
lumber or FV%rP sections.
Material: 14 gauge
Fnish;_r an70.ZMW and stainless_steel,availab!e_
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 0/4" x 13/4" — Model
TTN2-25134H) are not provided with the hangers.
• Drill the V11e"-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/W-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/1e° drill bit and hex -head driver, bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2' and minimum end distance
of 37/8' is required as shown, in Figure 1 for full uplift Toad.
• Where no upliF lead is required, a minimum end distance
of 11h" is pem;itted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
AN! a mi"
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
23
Sirinpson.. ...Conn'ectors
HU/HUC/HSUR/LElm
fe
Medium -Duty Face -Mount Hangers (cont.)
ED These products are available with additional corrosion protection. For more information, see p.15.
HU26
HU26X
(4)1/4 x 23/4
(4)1/4 x 13/4
(2) 0.148 x 1'A
335
1,000
335
1,545.
HU28
AU11'
(6)1/a X a
(6J 1/a r 1 �a
(4) 0 748 x 11fi .
845'
15i]D
760'"
2,900 .
HU24-2
HUC24-2
(4)1/4 x 23/4
(4)1/4 x 1 3/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26,2 (Mm)
HUC26 2
(8)1/a z 23/a ' a
max;` (8)K1/ x 1?/i
:,(4) 0148 x 3
76D
2 000
760:
3200
HUC26=2
(12)11a x 23/4
i ` (12)1/a x-13/a
(fi) 0148 x 3s
1',135
3 DDO w
i 135
3 95D
HU26-3 (Min.)
HU026-3 (Min.).
(8)'/4 z 23a
(8)'/a x 1.3/a
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)114 x 23/4
(12)'/4 x 13/a
(6) 0.148 x 3
1,135
3,000
1,135
3,950
HUC28 2 (Mm)
(10)1/a X 23/
(10)1/a x 1,'/a
(4j 0148 x 3`
7,6D"
2 500
760
3,725 ;'`.
HU28=2{Max
2 Max)
?3
x /
41/a
6j 0148x3
3
= 3 500
1184HU28
HU210
HU21 OX
(8)1/a x 23/4
(8)1/a x 13/a
(4) 0.148 x 11/z
545
2,000
760
2,415
HU210-2 (Min) ,
HUC210-2 (Mih) `„;
(14)14 z 23/a
(14)1la x,1 /a
(6) 0148 x 3
1135
3 50Q
T 135r
4;920
11U21t) 211vta t)
H2 (Mart)
YL,21D
1 ,
i
HU210-3 (Min.)
HUC210-3 (Min.)
(14)1/4 x 23/4
(14)1/4 x 13/4
(6) 0.148 x 3
1.135
3,500
1,135
4,920
U
H0210-3 (Max.)
HUC210-3 (Max.)
(18)1/4 x 23/4
(18)1/a x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
C
HU212
HU212X' ;'e
(10)1/d�>< 23/
(10)1la x 1?/a
(6} 0148 x ] 1%z
1135
2 50D
1135'
2 665
0
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 23/4
(1 6) Ya x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
V
HU212-2 (Max.)
HUG212-2 (Max.)
(22)1/4 x 23/4
(22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU.
o"
a
, 1C212e(Min)HU22'3(l
1;135
,�. 4 OOD ?
1135
4;920
Max)
,
1/a22)x
48 x 3
00a
(3(HU212-
7,8004
5 D85
1 800
5 085
C
U
HU214
HU214X
(12)114 x 23/4
(12) 1/4 X 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU214-2 (Min) :'
, HUC214 2 (Min j , }
(18)1lax 231a
(18} 1/a x 13/a
{8) 0148 X3 T
1515
4 500
1 515 "
5;085 ,
H0214 2 (Max)
, HUC214-2 '(Max.),
(24)1/aX 231a
(24}'/a.x 1?/a ,
, ;(12) 0148 z.3
2;015
5 085
HU214-3 (Min.)
HUC214-3 (Min.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUG214-3 (Max.)
(24)1/a x 23/a
(24)1I4 x 13/a
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216 'a n
r HU216X
{18} lax 23/a
(18)1I4 X l,3/a i
(8) 0148 X 11/z
1,51� F
2 920 u."'
1 515
a ' 920
HU216-2 (Min.)
HUC216-2 (Min.)
(20)1/4 x 23/4
(20)1/4 x 13/4
(8) 0.148 x 3
1,515
4,920
1,515
4,920
HU216-2 (Max.)
HUC216-2 (Max.)
(26)1/4 x 23/4
(26) 1/a x 13/a
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU21 ' (101 ,
' HUG216-3 (Mm)
(20)`1/ax 23/a r
(24)1/a z 1 ?la
(8) 0148 x'3
1 515
4 92D :?
1515>
4;920
HU216 3 (Max.)" ;
HUC216 3 (Max)
(26)16 23/a
(26)1la z,1;3/a Y . '
'<(12) 0148 z 3
2015
IL
5 085
2 OT5
5 085 ''
HU7 (Min.)
(Not available)
(12)114 x 23/4
(12)114 x 13/4
(4) 0.148 x 1112
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)114 x 23/4
(16)1/4 x 13/4
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
w
HU9 (Min)
(Not avallablej
{i B)1l4 x 23/a
': (18)1la x 1, '4
(6) 0148 x 1;1fz
1135
3 230
1136'`
`3 230
HU9 (Max)
(Not available)
(24) ?/a z 23/a
(24)1I4 x 1/a
(10) D 148 x 1 ?/:
1445
3 735
1,4 5.
3 735 '
HU11 (Min.)
(Not available)
(22)1/4 x 234
(22)1/4 x 13/a
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30)1/a x 23/4
(30)1/4 x 13/4
(10) 0.148 x 11/2
1,445
3,735
1,445
3,735
HU14'(Mm)
(Notavailahle)
(28)?/<x23/a
` (28)1/ax;lla ,
, (8)'0148x1'h
1;510
f 3485,
1515'
3;485
HU14,(Ma'
,
:x) (Not available)
(36)1/a x 23/a
(36)1/a x 1 l
(14) 0148 x.1'/2
H 2 015 , ,
"" 4 245
! 2,65
STAGGER JOINTS - TYP.
RAISED HEEL ROOF TRUSSES
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ROOF SHEATHING- SEE I
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SEE PLAN
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RAISED HEFT ROOFiRUSiie
SHEET INFORMATION:
eae no: Sewn
oernswfo: nae.ie
pRAYM BY:
REVIfWFDOY: M
SK.I
ALPINE
AN F-M, rOV.PA%Y
January 10, 2020
Carp eiitet Cbhtraictor-,of America, Inc.
8--9d *0 Avenue OINW
WinterEavieri, PV31880.-6-201
Dear Matt:
It has tig come' to my attention c-
that some questions were raised pint-eir, 'w; �ft&
.5/8" dhixn
holes,drilled thfu the chords (wide face) of'sy,s42 gable end trusses-tp,-Oow for
threaded w . rods lfi�'f- Ab"Os." If.'these. gable ends.are pve!jcq.yi.Op Aq4� support.
w�tii-Q-"ki u f i5ifh 'Z`
the files -ar&dMII6--iboutth.e:,cenferlitrenofthffwidE-
fge no a0-gothan 4? O4'v'jtout" &mag%-g anyc,o,n,ne,c,,tor,,,plat69- 6, r vertical webs then
i 1 .01 ' fe
no re r eirussoftlysuppQrts. O�et-offlbbrl p4k is-rengired,T_h, 2 Idadsand no additional
tp-acL.
If you have .any questib.nt.', "please give me a -.,call.
WAA,
No, S6367 S
S 'TATE OF
N
6750 FbNT.brjVej Suite 8U.9, Ofla.ndp, 1=.L 3.2821 - (800.) s21-9790 — (863).422-86a5
wwvy-aipInel tw-coM
g �
of STATE OF ,
T*doeixttur#f<iaa been eleavnicePr signed
and seated u a oigW 64lnowe. Prkftd
etvles %vfflwtA an on jet . rmW bo
verified ns61g the or rri Wsdr roc w*Wn.
,A61, .
ALPINE
AN IT W COMPAY
FL REG4 278„ Yoonhwak Kim, FL PE #86367
Alpine, an ITVV Company
6750 Forum Drive, Suite 305'
Orlando, FL 32821
Phone:(800)755-6001
www.alpineitw.com
�Jl fl< #ffSi7Tic ti il... 2s ` 0
Customer Carpenter Contractors of America Job Number N372962
Job Description: 7A5/320 ,175EA ,RHOI / 1756/EASTHAM/EXPRESS
Address:
Yi.A;nae'r�``-ri<e�I•pta k �•5. AM �.: s. .. �. / .,' ,'
°' .'1F h .` ..J l { k✓`
Design Code: FBC 7th Ed. 2020 Res
IntelliVIEW Version: 20.02.00A
JRef#.` 1X3T89750045
Wind Standard. ASCE 7-16 Wind Speed (mpfiJ` 160
Design Loading (psf)r 3T00
audding Type: Closed
This package contains general notes pages, 39 truss draw ng(s) and 4 detail(s),
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CNNAILSP1014
Flo jda Certificate of Product Approval #FL1999 Printed'3/18/2021 10:21:42 AM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
,The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
• Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www. icc-es. or4.
Fire -Retardant Treated Lumber: -
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber. _
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defi = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as. defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.org.
2. ICC: International Code Council; www.iccsafe.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.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 4596 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T14 /
FROM: RWM Qty: 4 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35258
Truss Label: Al / YK 03/18/2021
8'2"6 136"10 + 20'
8'2"6 5'4"3 6'5"6
ro
6X6
E
40'
10, 10,
10, 20'
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 Sid: 2014
Spacing: 24.0 "
C&C Dist a: 4.00 ft
Rep Fac: Yes
Loc. from endwall: not in 13.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #1; T2,T3 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.
—WARNING" READ AND FOLLOW ALL N
"IMPORTANT"' FURNISH THIS DRAWING TO ALL CO
26'5"6 + 31'9"10 + 40'
6'5"6 5'4"3 8'2"6
10,
30'
Defl/CSI Criteria
PP Deflection in loc Udell L/#
VERT(LL): 0.263 K 999 360
VERT(CL): 0.460 K 999 240
HORZ(LL): 0.090 J - -
HORZ(TL): 0.158 J
Creep Factor: 2.0
Max TC CSI: 0.929
Max BC CSI: 0.873
Max Web CSI: 0.737
EW Ver: 20.02.00A.1020.21
,ott,�vtEtr�errrrrr
• rl
a
• s�
No.86367 R
•
®13- p STATE OF 4,�
a
l
10, 1'
40'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1677 A !- /923 /333 /344
H 1677 /- /- /923 /333 /-
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 1645 - 3455 E F - 1243 - 2261
C - D 1632 - 3264 F - G 1632 - 3264
D - E 1243 - 2261 G - H 1645 - 3455
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 3115 -1391 K - J 2601 -1090
L - K 2601 -1107 J - H 3115 -1373
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 680 - 256 K - F 523 - 762
D - K 523 - 762 F - J 680 - 256
E - K 1313 - 554
''�o�'• P*_'41;t�R1a�Ngo il +Aa,
FL REG# 278, Yoonliwak Kim, FL PE #86367
03/18/2021-
ON THIS DRAWING!
:TORS INCLUDING THE INSTALLERS
bracing. _ Refer to and follow the latest edition of
igs l t3uA-L Tor stanaara plate positions. Meter to )oos General Notes page for additional Intormatlon.
a division of ITW Buildingp�Components Group Inc. shall notbe responsible for any deviation from this drawing, any failure to build the
n conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracinctof trusses: A seal on this drawinq or cover page
this drawing indicates acceptance of professional englneering responsibility solely -for the design shown. The suitability and use of This
lg for any structure is the responsibility of the Building Designer per ANSIfTPI 1 Sec.2.
,re information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or ; SBCA: sbcindustry.com• ICC: iccsafe.org• AWC: awc.org
ALPINE
AN ITW COMPAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 4599 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 J Ref: 1 X3T89750045 T34 /
FROM: RWM Qty: 1 7A5/320 ,175EA ,RHOl / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.34929
Truss Label: A1A / YK 03/.18/2021
8'2"6 13'610 16'10" 20'
8'2"6 T 54"3 + 3'3"10� 3'1"12
1116X6
F
1112X4 Inn
10' + T i 2'1C
T 10' 17' 1911
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: 4.00 ft
Rep Fac: Yes
Loc. from endwall: not in 13.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N; B1,B5 2x4 SP #1;
Webs: 2x4 SP #3; W3,W7,W8 2x4 SP #2 N;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
40'
26'5"6 31'9"l0 40'
6'5"6 f 5'4"3 i 87"6
10'1"12
30'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.295 N 999 360
VERT(CL): 0.547 N 871 240
HORZ(LL): 0.127 K - -
HORZ(TL): 0.235 K
Creep Factor: 2.0
Max TC CSI: 0.870
Max BC CSI: 0.881
Max Web CSI: 0.915
VIEW Ver: 20.02.00A.1020.21
,�t;4i114f f II1►lI fir!
a `+
0
4 n No.86367
p STATE OF
•
10' 1'
40 ^�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1554 /- /- /923 /333 /344
1 1554 /- /- /923 /333 1-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
1 Brg Width = 8.0 Min Req = 1.8
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1653 - 3124 F - G 1512 - 2651
C - D 1631 - 2923 G - H 1621 - 2934
D - E 1783 - 3204 H - 1 1641 - 3132
E - F 1869 - 3187
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - P 2814 -1402 K - I 2819 -1370
N - L 2391 - 958
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
P - D
222 - 460
F - L
846 - 386
P - N
2981 -1394
L - G
363 - 414
N - F
1183 - 714
L - K
2694 -1281
I" mot+ sa 40RI�a
d 0aaa�a `1
�lioo NA1. ,
�iiiJ1JjJ4tA+
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
—WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building -
Component Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI.: Unless noted o herwise; 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 B10,
as applicable.._.AppTy plates to each face of truss and position as shown above and on the Joint9Details,- unless noted otherwise. Pefer_to ALPINE
drawings 16OA-Z-for standard plate positions. Refer to job's General Notes page for additional information. - --
Alpine, adivision of ITW BuildincLComponents-Group Inc. shall not responsible for any deviation from this drawing, any failure to build the ANOWCOMPAW
truss in conformance with ANSI. Pl. 1, or for handling, shipping,, mstalla ion, and bracing. of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional encLsneering responsibilittyy solely for the design shown. The suitabilifY and use of ibis
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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 4601 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JR&AX3T89750045 T21 /
FROM: RWM Oty: 1 , A5/320 ,175EA ,RH01 / 1756/EASTHAWEXPRESS DrwNo: 077.21.1003.33335
Truss Label: A2 / YK 03/18/2021
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 "
8'2"6
8'2"6
�' i 10'
''2l
t4
13'6"10 19' 2q' i 26'5"6 31'9"10 40'
5'4"3 + 5 1'� 5'5"6 5'4"3 6'2"6
10,
20'
1112X4
e6X6 e6X6
6X6
E F G
40'
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
Speed: 160 mph
Pt. NA Ce: NA
Enclosure: Closed
Lu: NA Cs: NA
Risk Category: II
Snow Duration: NA
EXP: C Kzt: NA
Mean Height: 15.00 it
Building Code:
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
C&C Dist a: 4.00 ft
Rep Fac: Yes
Loc. from endwall: not in 13.00
ft FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
MIMIC
Lumber
Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5,W7 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Defl/CSI Criteria
PP Deflection in ]cc L/defl L/#
VERT(LL): 0.221 M 999 360
VERT(CL): 0.411 M 999 240
HORZ(LL): 0.077 L - -
HORZ(TL): 0.142 L -
Creep Factor: 2.0
Max TC CSI: 0.868
Max BC CSI: 0.800
Max Web CSI: 0.503
Ve r: 20.02.00A.1020.21
wvp
No. 86367 S.
r
81 +`ems
STATE OF ®�v�
10, 1'
40'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1555 /- /- /926 /337 /328
J 1555 /- /- /926 /337 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
J Brg Width = 8.0 Min Req = 1.8
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 1731 :3133 F - G 1433 - 2182
C - D 1718 - 2941 G - H 1326 - 2026
D - E 1326 - 2026 H - 1 1718 - 2941
E - F 1434 - 2182 I - J 1731 - 3133
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - N 2821 -1479 M - L 2336 -1174
N - M 2336 -1192 L - J 2821 -1462
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
N - D 617 - 261 O - M 1105 - 537
D - M 516 - 709 O - G 563 - 232
E - 0 563 - 232 H - L 617 - 261
M - H 516 - 709
'sj,OdS�QN Al 1ti1
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
—WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT"` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
in
,QQComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the -
il/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page
cceptance of professional engineering responsibilitty� solely -for the design shown. The suitabili y and use of This
a responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
ALPINE
ANR COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
more
ICC:iccsafe.org; AWC:
SEQN: 4604 / COMN
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1X3T89750045 T13 /
FROM: RWM
Qty: 1
7A5/320 ,175EA ,RH01 / 1756/EASTHAWEXPRESS
DrwNo: 077.21.1003.32398
Truss Label: A3
/ YK 03/1812021
8'2"6 13'6"10 18' 20' 22' "6 31'9"10 40'
46
8'26 54"3 4'5"6 2' 2' 4'S"6 5'4"3 8'2"6
III2X4
.6X6 =6X6 =6X6
E F G
04X4 4X4
12 D 0 H
5 W5
25X5 a5X5
b C W
i� (a) (a) -oNo
T1 W3
T5
B J
A K
,1
4X6(A2) =6X6 =5X8 =6X6=4X6(A2)
40'
10' 10, 10, 10,
10' 20' 30, 40'
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): 0.234 M 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.433 M 999 240 B 1555 /- /- /928 /341 /313
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.076 L - - J 1555 /- /- /928 /341 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.142 L - - Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
J Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.859 g q =
TPI Std: 2014 BC CSI: 0.800 Bearings B & J are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: In to 2h Max
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.380 Bearings B & J require a seat plate.
Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: us Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21
Lumber B - C 1827 -3136 F - G 1826 -2702
C - D 1813 - 2943 G - H 1415 - 2035
Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; D - E 1415 -2035 H - 1 1813 -2943
Bot chord: 2x4 SP #1; E - F 1826 -2702 I - J 1827 - 3136
Webs: 2x4 SP #3; W3,W5,W7 2x4 SP #2 N;
Bracing Maximum Bot Chord Forces Per Ply (Ibs)
(a) 1X4 #3SRB or better continuous lateral restraint to Chords Tens.Comp. Chords Tens. Comp.
be equally spaced. Attach with (2) 8d Box or Gun B - N 2823 -1568 M - L 2329 -1256
nails(0.113"x2ff%min.). Restraint material to be supplied N - M 2329 -1274 L - J 2823 -1550
and attached at both ends to a suitable support by
erection contractor.►tt
(a) or scab reinforcement may be used in lieu of CLR �Y 4A�, ��H I� k ��/� Maximum Web Forces Per Ply (Ibs)
restraint. substitute (1) scab for (1) CLR and (2) scabs `�N (� of • • i °io Webs Tens.Comp. Webs Tens. Comp.
for (2) CLR'S where shown. Scab reinforcement to be < '� ♦ SCE N q i �j
o i� N - D 626 -268 O - M 1059 - 5W
same size, species, grade, and 80% length of web Ram e
�p
member. Attach with 0.128x3" gun nails @ 6" oc. y ® �, D - M 496 -681 O - G 998 - 544
No, 86367 m + E - O 998 -544 H - L 626 268
Wind p Z M - H 496 -681
Wind loads based on MWFRS with additional C&C o �«m • "`
member design. ° q
Wind loading based on both gable and hip roof types. i� STATE ATE OF Z,Jy
4
"••g'��°®0 �ORIV000666 C
�•'�e
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**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 these functions. Installers
-safety practices pnor performing shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have structural sheathing bottom have
proper) .attached and chord shall a properly
attached ri id ceilin Locations shown for lermanent lateral restraint otywebs shall have bracin installed per BCSI sections B3, B7 or B10.
Apply to face
as applicabgle. plates each
drawings 160A-Z for standard plate positions. Refer to job's -General Notes page for additional information.
o truss and position as shown above and on the-Joint9Details, unless noted otherwise. Refer to ALPINE
Alpine, a division of ITW Buildingp�Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in ANSI/TPI 1,
conformance with or for handling,. shipping,, installation and bracin4of trusses. A seaLon this drawing or cover pa a 6750 Forum Drive
listing this drawin indicates acceptance of professional engineering responsibilittyy solely -for the design shown. The suitability and use of This
drawing for any sir'ucture is the responsibility of the Building Designer per ANSIrrPI 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: 4606 / COMN
Ply: 1
Job Number: N372962
t: R 8975 JRef:1X3T89750045 T20 /
FROM: RWM
Qty: 1
7A5/320 ,175EA ,RHOl / 1756/EASTHAM/EXPRESS 7Dr-wNo:
077.21.1003.32602
Truss Label: A4
/ YK 03/18/2021
8'2"6 17' 23' 31'9"10 i 40'
8'26 8'9"10 6' 8'9"10 8'2"6
,6X6 =6X6
D E
T2
12 T4
5 �
�-_-5C5 W Z5X5
_ F Cl)
In
r` n
W5 9
B G
A H
4X6(A2) = 6X6 = 6X6 = 6X6 =4X6(A2)
L 40'
1' 10' 10, 10, J. 10, 1'
10' 20' 30' T 40'
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): 0.208 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.386 J 999 240 B 1555 /- /- /929 /345 /297
BCDL: 10.00 Risk Category: II Snow Duration: NA _ HORZ(LL): 0.073 1 - - G 1555 /- A /929 /345 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.135 1 Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Cade: Creep Factor: 2.0 B Br g Wi dth = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.854 G Brg Width = 8.0 Min Req = 1.8
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.801 Bearings B & G are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.865
Members not listed have forces less than 375#
Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21
Lumber B - C 1960 -3166 E - F 1947 -2964
C - D 1947 - 2964 F - G 1960 - 3166
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1559 -2091
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2858 -1699 J - 1 2048 -1147
member design. K - J 2048 -1165 I - G 2858 -1682
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
�``�1�a11����ll/Jt��
NOwl�w/�a LrI�®, Webs Tens.Comp. Webs Tens. Comp.
arl4 /f'���i
AP �1``�E► E 474
Y K- D 851 -445 F 455
No. 86367 6
e
all
STATE ATE OF a
WO �g h
�� S' °•ooe°o
�:
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**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. Referto-andfollow 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 bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face o truss and position as shown above and on the Joint9Details, unless noted otherwise. Defer to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
drawing,
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the ANNWCOMPANV
in
truss conformance with ANSI/TPI 1, or for handling, shipping,- installation and bracing of trusses. A seal on this or cover page 6750 Forum Drive
listing this drawing indicates acceptance of professional en p veering responsibility solely for the design shown. The suitability and use of this -
drawing for any structure is the responsibility the Building -Designer ANSI/T 1 1 Sec.2. Suite 305
of per
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 4608 / COMN
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1X3T89750045 T10 /
FROM: RWM
Qty: 1
7A5/320 ,175EA ,RHOl / 1756/EASTHAM/EXPRESS
DrwNo: 077.21.1003.32445
Truss Label: A5
/ YK 03/18/2021
8'2"6 16' 24' 31'9"10 40'
8'2"6 7'9"10 8' 7'9"10 87"6
5X5 ; 5X5
D E
12
5
,5X5 W z—�-5F5
C cv
0
T1 W5
T5
B G
A H
3
4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2)
40'
�1' 10' 10, 10, 10,
10' 20' 30' 40'
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 Udefi U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph - Pf: NA Ce: NA VERT(LL): 0.221 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.409 J 999 240 B 1555 A /- /929 /348 /281
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(L-L): 0.074 1 - - G 1555 /- /- /929 /348 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.137 1 - - 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 = 1.8
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL 5:0 psf - FBC 7th Ed. 2020 Res. Max TC CSI: 0.836 g q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.797 Bearings B & G are i rigid surface.
Bearings B & li require a seat plate.
Re Fac: Yes Max Web CSI: 0.584
Spacing: 24.0 " C&C Dist a: 4.00 ft p Members not listed have forces less than 375#
Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21
Lumber B - C 2038 -3151 E - F - 2026 -2953
C - D 2026 - 2953 F - G 2038 - 3151
Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; D - E 1677 -2197
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - K 2841 -1768 J - 1 2137 -1302
member design. K - J 2137 -1320 I - G 2841 -1750
Wind loading based on both gable and hip roof types.
,gy�tr9lf' Maximum Web Forces Per Ply (Ibs)
///f/�/�
Webs Tens.Comp. Webs Tens. Comp.
HWgk
�a�`kk
On��� E
K - D 765 -372 F 427 -412
i
No.86367 g
r
STATE OF
l
+aNA� `��,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trussearequire extreme care in fabricatingg, handlingshipping, installing -and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r sa{ety to these functions. Installers
practices prior performing shall provide temporary. -
bracing pper.BCS1..Unless noted otherwise, top chord shall have proper)Y-attached.structural sheathing and bottom chord shall have a properly
attached-ci id ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicable.- Apply Oates to each.face, oT truss and position -as shown above and -on -the Joins -Details, unless noted otherwise. Refer to
drawings-16OA-Z-forstandard plate positions. Refer to job's General Notes page for additional information. .
ALPINE
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 T4COMPANV
truss in conformance with ANSIf:PI 1, -or for handling, shipping,. installation and bracin4n of trusses. A seal on this drawin or cover pale 6750
listing this-drawingp indicates acceptance of professional engqineering responsibilittyv solely for the design shown. The suitabilipy and use of this Forum Drive
drawing for any structure is the responsibility of the Building -Designer per ANSIlrPI 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
SEQN: 4610 / COMN
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1X3T89750045 T19 /
FROM: RWM
Qty: 1
7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS
DrwNo: 077.21.1003.35431
Truss Label: A6
/ YK 03/18/2021
8'2"6 15' 25' 31'9"10 40'
8'2"6 6'9"10 10 6910 87"6
.6X6 =6X6
D T3 E
12 T2
T4
5
05C5 �5F5
c�
i�
m -
1 B G io
H
�iA
4X6(A2) __ 6X6 = 6X6 =6X6 = 4X6(A2)
40'
10' 10, 10, 10, 1
10' 20' 30' 40'
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.211 J 999 360 Loc R+ - / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.392 J 999 240 B 1555 /- /- /927 /350 1266
BCDL: 10.00 Risk Category: II - Snow Duration: NA HORZ(LL): 0.075 1 - - G 1555 /- A /927 /350 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.139 1 - - Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: psf
5.2 G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.890 g q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.800 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.366
Members not listed have forces less than 375#
Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
GCon
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21
Lumber - B - C 2077 -3134 E - F 2067 -2941
C - D 2067 - 2941 F - G 2077 - 3134
Top chord: 2x4 SP #1; T2,T4 2x4 SP #2 N; D - E 1770 -2312
T3 2x4 SP 2400f-2.0E;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
Wind
B - K 2822 -1799 J - 1 2233 -1428
Wind loads based on MWFRS with additional C&C K - J 2233 -1446 I - G 2822 -1782
member design.
Wind loading based on both gable and hip roof types. q!f ! 11► Maximum Web Forces Per Ply (Ibs)
941,' iAI '��
HWAk�r0I Webs Tens.Comp. Webs Tens. Comp.
�4R
�o 1^•�: • • • : ,. lrtlK - D 674 - 291 E - 1 674 - 291
��ot,�
No.86367
is
•
a ,e
2.
a STATE OF tv�
'r, X,
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/18/2021
"'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) for 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 rig4id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as Apply to each face
applicable. Oates
of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to � A ' drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII 1 VN
Aline, a division of ITW Buildin$c�Components Group Inc. shall not,be respponsible for any deviation from this drawing, any failure to build the ANR COWAW
truss in conformance with ANSI/TPI 1—or for handling, shipping,, installation and bracin44of trusses. A seal on this drawing or cover page
listing this drawingg indicates acceptance of professional enccLLsneering responsibili solely -for the design shown. The-suitabilify and use of iris 6750 Forum Drive
drawing for any structure is the responsibility of the Building -Designer per ANSI/T% 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: 4612 / COMN
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1X3T89750045 T8 !
FROM: RWM
Qty: 1
7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS
DrwNo: 077.21.1003.32523
Truss Label: A7
/ YK 03/18/2021
8'2"6 14' 20' 26' 31'9"10 40'
8'26 5'9"10 6' 6' 55 10 87 6
;5X5 1112X4 =5X5
D E F
T12
5 05X5
C G
M
zo T1 W3 ZD
io
ZS;z—z5X5
T5 tO
B H
A I t
ev,
=4X6(A2) =6X6 =5X8 =6X6=4X6(A2)
40'
10' 10, 10, 10,
10' 20' 30' 40'
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): 0.237 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.440 E 999 240 B 1555 /- /- /925 /401 /250
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL):- 0.076 J - - H 1555 /- A /925 1401 /-
Des Ld: 37.00 EXP: .141 J - Wind reactions based on MWFRS
Mean Height: 15.00 ft B Br Width NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 g dth = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.847 H Brg Width = 8.0 Min Req = 1.8
BCDL: 5.0 psf
Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Sid: 2014 Max BC CSI: 0.801 Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.407
Members not listed have forces less than 375#
Loc. from endwall: not in 13.o0 ft FT/RT:20(0)/10(0) - Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21
Lumber B - C 2110 - 3137 E - F 2023 - 2566
C - D 2093 - 2944 F - G 2093 - 2944
Top chord: 2x4 SP #2 N; T1,T5 2x4 SP #1; D - E 2023 -2566 G - H 2110 -3137
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - L 2825 -1831 K - J 2289 -1453
member design. L - K 2289 -1470 J - H 2825 -1813
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens.
Comp.
see
E Iv L-D 647 F-J
s/�� -309 647 -309
,y {� o ,. D - K 387 - 304 J - G 399 - 367
p
No. 86 7 E - K 500 -344
V
VV// ! �w
s.
0
v �O ;® STATE OF � ��
I—aw`
�+4�`�IQ��
°ice i0•0���
'�S
dNA.141m
11I,Wll.
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"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 practices prior performing these functions. _ Installers shall provide temporary
bracing per_BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and -bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per- BCSI sections B3, B7 or B10,- _
as applicable. _Apply plates.to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. f�efer to
��1� 1,
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. �LPPII 1 VN
Alpine, a division of ITW Buildingg�Components Group Inc. shall not be.responsible for any deviation from this drawing, any failure to build the ANMCOMPANY
tr ss in conformance -with. ANSI 1, for handling,
or shipping,, installation and bracingof trusses. A seal on this drawingor cover page - - 6750 Forum Drive
listing -this drawing- indicates acceptance of professional -engineering responsibili{��r solelyor the -design -shown. -The suitabiliy 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: 4614 / COMN
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1X3T89750045 T18 /
FROM: RWM
Qty: 1
7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS
DnvNo: 077.21.1003.32743
Truss Label: A8
/ YK 03/18/2021
8'212 13' 20' 27' 31'9"4 40'
8'2"12 4'9"4 7' 7' 4'9"4 8'2"12
:5DX5 1112E4 T2 �5F5
12
5 \\\2C4 ///
T T
G4
W
in
n W3 _
�
B H
A
�
= 4X6(A2) _— 6X6 = 5X8 = 6X6 = 4X6(A2)
40'
10' 10, 10, 10,
10' 20' 30' 40'
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): 0.245 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.454 E 999 240 B 1559 /- /- /921 1727 /234
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.077 J - - H 1558 /- /- 1921 /727 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.144 J Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.2 psf
H Br Width = 8.0 Min Re = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.830 g q -
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.804 Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.613 Members not listed have forces less than 375#
Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21
Lumber B - C 2130 - 3143 E - F 2181 - 2780
C-D 2111 -2951 F-G 2111 -2951
Top chord: 2x4 SP #1; T2 2x4 SP #2 N; D - E 2181 -2780 G - H 2130 -3143
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - L 2830 -1848 K - J 2386 -1532
member design. L - K 2386 -1539 J - H 2830 -1830
Wind loading based on both gable and hip roof types.
�ttttllllf►�r� Maximum Web Forces Per Ply (Ibs)
A r/r' Webs Tens.Comp. Webs Tens. Comp.
q,,41W
QO ^0 4 Irl :00. C - L 378 - 343 K - F 500 - 407
•V rj
®`1
�� • L - D 587 - 272 F - J 587 - 273
e �r (� • y D - K 500 - 407 J - G 378 - 343
si • e P E - K 576 - 418
4 No.86367
o
ge 10, S
• *
i 4
a STATE OFa'L
0��ORIVt- , AN L
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**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 SBCA), for
and safety practices nor to performing these functions. Installers shall provide temporary
bracing per BCSI: Unless -noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face o?truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANmvcoW-V
truss -in conformance with ANSI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing -or cover pa a
listing this drawing indicates acceptance of professional enpmeering responsibili solely -for the design shown -The suitability and use of this 675o Forum Drive_
drawing for any structure is the responsibility of the Building -Designer ANSI/T�I 1 Sec.2. Suite 305
per
For more information see these web sites: Alpine: al ineitw.com; TPI: 1 inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEON: 4616 / COMN
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1X3T89750045 T7 /
FROM: RWM
City: 1
7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS
DrwNo: 077.21.1003.33132
Truss Label: A9
/ YK 03/18/2021
8'212 12' 20' 28' 31'9"4 40'
8'212 3'9"4 8' 8' 3'9"4 8'2"12
=5DX5 1112E4 T2 =5F5
5
T 12 \\\2C4 ///2XC�4 T
W
n W3 ao
rn
B H
A 11�6,6„
4X6(A2) = 6X6 =5X8 = 6X6=4X6(A2)
40'
10' 10, 10, 10,
+1'�
10' 20' 30' 40'
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pfin PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.268 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.496 E 959 240 B 1558 /- /- /916 /417 /219
BCDL: 10.00 Risk Category: II _ Snow Duration: NA HORZ(LL): 0.079 J - - H 1558 /- /- 1916 /417 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.146 J - - Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
H Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.872 g q =
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.806 Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.923
Members not listed have forces less than 375#
Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21
B - C 2148 - 3140 E - F 2361 - 3026
Lumber
C - D 2128 -2951 F - G 2128 -2951
Top chord: 2x4 SP #1; T2 2x4 SP #2 N; D - E 2361 -3026 G - H 2148 -3140
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp, Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - L 2826 -1864 K - J 2489 -1629
member design. L - K 2489 -1611 J - H 2826 -1846
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
. �rl�P*, Webs Tens.Comp. Webs Tens. Comp.
4,4`^O�AH1A/A
A/p L-D 53-235 K-F 3-537
V
D
�l1��Y+,i�j��i�l
- K 634 - 537 F - J 539 -235
0 E - K 635 -481
No. 86357
v .e STATE OF - , ,` 7J
ONA�;
41
14444441��0
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/18/2021
**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 to these functions. Installers
safety practices prior performing shall provide temporary
bracing per BGSI. Unless noted otherwise, top chord shall have proper)% attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have 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. Ffefer to,ALPINE
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc: shall not be resp. onsible for any deviation from this drawing, any failure to build.the AN RW COMPANY
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracing trusses. this drawin
of -A seal on or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enpmeenng responsibili��r solely -for -the design shown. The suitability and use of this
drawing for is -Designer
any structure the responsibility of the Building per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 4622 / COMN
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1X3T89750045 T17 /
FROM: RWM
Qty: 1
7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS
DrwNo: 077.21.1003.34492
Truss Label: A10
/ YK 03/18/2021
8'2"12 11' 20' 29' 31A' 40'
"{
8'212 Z'9"4 9' 9 2'9"4 i 8'2"12 '{
=6X6 =8X8 =6X6
D T2 E T3 F
T12
T 5 � 2C4 ///2XC'4
I
d W3
n
A
B H1-1
1
�3
I
1
=4X6(A1) =8X8 =8X8 =8X8 =4X6(A1)
40'
10' 10, 10, 10,
10' 20' 30' 40'
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): 0.212 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.394 E 999 240 M 1558 /- /- /911 /727 /203
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.049 J - - H 1558 /- /- /911 f727 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.092 J Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 M Brg Width = 8.0 Min Req = 1.8
TCDL: psf
5.2 H Br Width = 8.0 Min Re = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 g q -
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.345 Bearings M & H are a rigid surface.
Bearings M & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.795
Members not listed have forces less than 375#
Loc. from endwall: not in 6.50 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21
Lumber B - C 2214 - 3201 E - F 2654 - 3428
C - D 2201 - 3021 F - G 2201 - 3021
Top chord: 2x4 SP #1; T2,T3 2x6 SP SS; D - E 2653 -3428 G - H 2214 - 3201
Bot chord: 2x6 SP SS;
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) 1 X4 #3SRB or better continuous lateral restraint to B - L 2888 -1921 K - J 2655 -1740
be equally spaced. Attach with (2) 8d Box or Gun L - K 2655 -1723 J - H 2888 -1903
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. ��1191(►p; j Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR �01`�-,y �(A `p� Webs Tens.Comp. Webs Tens. Comp.
t�p�
restraint. substitute (1) scab for (1) CLR and (2) scabs �N% a�' o • 'ri L - D 512 -233 K - F 863 749
for (2) CLR'S where shown. Scab reinforcement to be i��� • • a a y°p�
same size, species, grade, and 80% length of web �2 • �j�N • D - K 863 -749 F - J 512 233
member. Attach with 0.128x3" gun nails @ 6" oc. `�►° a• v •a `0. E - K 747 -596
f��tG
• I�iy. 86�67 •
Wind
o a Wind loads based on MWFRS with additional C&C a•
member design. � '°"�"�° �
•
"s'Ci
Wind loading based on both gable and hip roof types. a • (�
STATE QE e 4r 4
ef�,,s
4
0 MIA!
��
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing ,and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary. -
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Applgy plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
A LPI N E
Aline, a division of ITW Buildingp Components_Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANnWCOMPANY
tr ss in conformance with ANSI/TPI 1, handling,
or -for .shipping,, installation and bracing4 of trusses; A seal on this drawing or cover page 675o Forum Drive
listing this drawing -indicates acceptance of professional engineering responsibilitty�r solely for the design shown. The suitability and use of This
-Designer
drawing for any structure is the responsibility of the Building 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
SEQN:4620/ COMN
Ply: 1
Job Number: N372962
Cust:R8975 JRef:1X3T89750045 T6 /
FROM: RWM
Qty: 1
7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS
DrwNo: 077.21.1003.34273
Truss Label: A11
/ YK 03/18/2021
10, 20' 30' 40'
10, 10, 10' 10,
vE 6X8 =_ 6X6 = 6X8
12 C D E
T 5T
W
fo (a) (a)
W2 0
:1:1
B F v
1 A_10 G I�88"
311
4X6(A2) -6X6 =5X8 = 6X6=4X6(A2) 1
40'
10' 10, 10, 10,
10' 20' 30' 40.
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): 0.272 D 999 360 Loc R+ / R- ! Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.504 D 944 240 B 1558 /- /- /904 /729 /187
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.082 H - - F 1558 /- /- /904 l729 A
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.152 H Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: 4.0 psf
F Br Width = 8.0 Min Re
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.641 _ 9 q = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h - TPI Std: 2014 Max BC CSI: 0.821 Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.Members
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.931
not listed have forces less than 375#
Loc. from endwall: not in 13.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
_ GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21
Lumber B - C 2195 -3087 D - E 2800 -3641
Top chord: 2x4 SP 2400f-2.OE; C - D 2800 - 3641 E - F 2195 - 3087
-
Bot chord: 2x4 SP #1;
We Maximum Bot Chord Forces Per PI I s
Webs: 2x4 SP #3; W2,W4 2x4 SP #2 N;
Chords Tens.Comp. Chords Tens.
Bracing
B - J 27-1844 I - H 27-185
(a) 1X4 #3SRB or better continuous lateral restraint to 74 -1841 H - F 2766 -1857
J - I 27
be equally spaced. Attach with (2) ed Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by Maximum Web Forces Per Ply (Ibs)
erection contractor. Webs Tens.Comp. Webs Tens. Comp.
1oj1i1141111pp
used in- ieu `'fly C - J 415 0 I - E 940 813
or scab reinforcement orb(1)
oe� �H �Y" 'k
restraint.
substitute (1) scab C R ane d (2)f cabs a`CLR
• e C-1 940 -813 H-E 415 0
\ •P
for (2) CLR'S where shown. Scab reinforcement to be ti\ Q ° ° e
^� pa '��p� D - I 693 -546
same size, species, grade, and 80% length of web ,�a o0 1cEfq
member. Attach with 0.128x3" gun nails @ 6" oc. e �o
pG
a No
Wind �®
Wind loads based on MWFRS with additional C&C • 7� o •
member design.
Wind loading based on both gable and hip roof types. ci • • %�
��s ® STATE OF ° 4,
ma's S' "•oee° �►
S/aN
A L-
FL REG# 278, Yoonllwak Kim, FL PE #86367
03/18/2021
"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 stopping, installing and bracing. Refer to and follow the latest edition of BCSI (Building -
Component Safety Information; -by TPI fo'r to
and-SBCA) safety practices rior performing these.functions. Installers shall provide temporary -
bracingper_BCSI.-Unless noted -otherwise, top chord shall have propq% attached structural sheathing and bottom chord shall have a properly
Locations
attacheU rigid ceilin shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable- _Apply pplates to each face of truss and position as shown above and on -the Join Details, unless noted otherwise. Defer to
drawings 160A-Z forstandar&plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alping, a division of ITW Buildingq�Components Group Inc. $hall not. be responsible for-any_deviation from this drawing, any failure to build -the ANnw[OMPA
truss m conformance ANSIIT-PI..1, -seal
with or -for -handling, shipping, • installation and bracincl of trusses. A on this drawin or cover pa a 675o Foram Drive
listing this drawing indicates acceptance -of professional -en ineenng responsibili-�r solely -for the design shown. The suitability and use of This —
drawing for any structure is the responsibility of the Buildingg esigner 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.or - Orlando FL, 32821
SEON: 4625 / COMN
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1X3T89750045 716 /
FROM: RWM
Oty: 1
7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS
DnvNo: 077.21.1003.33414
Truss Label: Al2
/ YK 03/18/2021
9' 16'4"13 23'6"3 31' 40'
9' 7'4"13 7' 1 "5 7'6"13 9'
-
12 5C8 =4XD4 T2 —6E6 T3 -5X5
F
T 5�
T
- (a) (a)
v in
B G v
A H
�3 �88„
=3X6(A1) 1112X4 =5X5 =4X4 =6X61 B3 =3X6(A1) 1
30'4" 918.1
9'112 6'11"9 7'1"5 7'1"5 9181,
9' 1"12 16' 1 "5 23'211 30'4" 40'
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): 0.128 K 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.231 K 999 240 B 1090 1- 1- /669 /521 /172
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.043 1 - - 1 1955 /- A /946 /869 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.080 1 G 305 /-214 !- /204 /175 /-
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 Wind reactions based on MWFRS
Soffit: 0.00 BCDL: 5.psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.909 B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.877 1 Brg Width = 8.0 Min Req = 2.5
G Brg Width = 8.0 Min Req = 1.5Bearings
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.763
B, I, & G are a rigid surface.
Loc. from endwall: not in 6.50 ft FT/RT:20(0)/10(0) Bearings B & I require a seat plate.
GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE VIEW Ver:20.02.00A.1020.21 Maximum Top Chord Forces Per Ply (Ibs)
Lumber Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; B - C 1409 -1944 E - F 984 -541
Bot chord: 2x4 SP #2 N; B3 2x4 SP #1; C - D 1549 -1828 F - G 983 -594
Webs: 2x4 SP #3;
D - E 932 -1016
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to Maximum Bot Chord Forces Per Ply (Ibs)
be equally spaced. Attach with (2) 8d Box or Gun Chords Tens.Comp. Chords Tens. Comp.
nails(0.113"x2.5",min.). Restraint material to be supplied B - L 1720 -1143 J - I 973 661
and attached at both ends to a suitable support by 973 661
L - K 1720 -1143 1 - G -
erection contractor. go�i�llf f (P►'��� K - J 1821 -1301
�p�sj�
(a) or scab reinforcement f be used in lieu fCLR���
restraint. substitute (1) scab �ro� O
(1) CLR and (2) scabs °
® PA
for (2) CLR'S where shown. Scab reinforcement to be y`�,�®p pl a • Maximum Web Forces Per Ply (Ibs)
same size, species, grade, and 80% length of web
�1 t Y S� e• A� Webs Tens.Comp. Webs Tens. Comp.
Pis® ®®
member. Attach 0.128x3" 6" rr
with gun nails @ oc.
w ° e ® D J 788 948
- - E - I 1661 - 2138
N
N®' ����� •
Wind m Y R +^ J - E 589 -295 I - F 648 -704
Wind loads based on MWFRS with additional C&C ® ® ..,m, • 3�
member design. o • s
'P''9• •t��®
Wind loading based on bath gable and hip roof types. STATE OF • ��
Additional Notes �40 • • fi` �1 ` P ��
Negative reaction(s) of -214# MAX. from a non -wind �j • t/ 1�• a �� C.
load case requires uplift connection. See Maximum �0 4f • A
Reactions. 114, NA
t' ,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**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 anr� SBCA) fo'r saty practices prior to performing these functions. Installers shall provide temporary`
bracing per BCSI: Unless noted otherwise, top chord shall have_�ropenr% attached -structural sheathing and bottom chord shall have a properly
attachetl rig4id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as appliab�le. App�y 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 Buildingq�Components Group Inc. shall.not,be responsible for any deviation from this drawing, any. failure to build the ANMNCOMPANY
truss in conformance -with ANSI 1,-or for handling, shipping,. installation and brad ngof trusses. A seal on this drawing or cover page
-for
listing this drawingg indicates acceptance of professional encLineenng-responsibilitty� solely the design shown. The suitability and use of this 6750 Foram Drive
drawing for any sfr'ucture is the responsibility of the Building -Designer ANSIrrP1 1 Sec.2. Suite 305
per
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbc!ndust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 4636 / COMN
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1X3T89750045 T2 /
FROM: RWM
Qty: 1
7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS
DrwNo: 077.21.1003.35430
Truss Label: A13
/ YK 03/18/2021
8' 16, 20' 23117 32' 40'
8' 8' 4' 3'11"7 810"9 8'
12 :5C5 =-5X5 1112E4 =4F4 =5XC6
5� D
,
T
bo (a) (a)
o
H
1
AIA
4X6(A2) = 5X8 = 5X8 = 5X8 = 4X6(A2)
• 40'
10' 10, 10, 10, 1
10' 20' 30' 40'
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 L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.410 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.760 E 626 240 B 1557 /- /- /886 /729 /156
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.106 J - - H 1557 /- /- /886 /729 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.197 J - Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: psf
H Br Width = 8.0 Min Re = 1.8
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.714 9 q -
5.0
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.932 Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.326
Members not listed have forces less than 375#
Loc. from endwall: not in 6.50 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21
Lumber B-C 2318-3161 E-F 3219 -4401
C - D 2442 - 3287 F - G 2446 - 3289
Top chord: 2x4 SP #1; D - E 3219 -4401 G - H 2321 -3162
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3;
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 2851 -1988 K - J 4232 - 3086
be equally spaced. Attach with (2) 8d Box or Gun L - K 4227 - 3058 J - H 2852 -1994
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. 1�����lfAt/^ppppp, Maximum Web Forces Per Ply (lbs)
Webs
Tens.Co54
lieu mp. $ Tens. Comp.
CLRscabs �r� : k rl�®� C eLs
b reinforcement f b(1)
restraintor asubstftute
(1) scab CLR and (2)f`atl\tltl�p1'
for (2) CLR'S where shown. Scab reinforcement to be r 993 1081
L D 986 J G
same size, species, grade; and 80% length of web - -1077 - 856 442
member. Attach with 0.128x3" gun nails @ 6" oc. yam~ •° i • y
No.86 67 ° ?
Wind e o +d
Wind loads based on MWFRS with additional C&C
member design. ® • °
o�1.0
Wind loading based on both gable and hip roof types. p STATE OFea
•
opnv
°•oo*o tl
NAi
�
�� �
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
."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 SBCA).r
and safety practices prior to performing these functions. Installers shall provide temporary
bracingper_BCSL Unless noted otherwise, top chord shall bottom
-have properly attached structural sheathing and chord shall have.a properly _
attached rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10 -
as applicable. Apply to face '
plates each of truss and position as shown above and on the Joins Details, unless noted otherwise. defer to
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
A LPI N E
Alpine, a division of ITW Buildih$Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOWAW
truss in conformance with ANSI 1, or handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover page
6750 Forum Drive listing this drawing -indicates acceptance of professional en sneering responsibili�v solely or the design shown. The suitability and use of this - -
drawing for any structure is the responsibility of the Buildinguesigner per ANSI/f l 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: 4663 / HIPS
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1X3T89750045 T15 /
FROM: RWM
City: 1
7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS
DrwNo: 077.21.1003.33601
Truss Label: A14G
/ YK 03/18/2021
7' 15, 2533' 40'
r 7, 8' r to: 8' 7, '1
12 =6X8 =8X8 =8x14 ///6X8
5 C D E F
T T
Ti (a) W (a) I
g, (a T5
B G rni
M 5
�3 A H
4X8(Al) = H0710 = 8X8 = 8X12 = 4X6(A1)
30'4" 9'8"
10' 10, 10'4" 9'8"
r �1
10' 20' 30'4" 40'
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 ]cc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.274 D 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.508 D 712 240 L 2241 A /- /- /1105 /-
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.054 C - - 1 5449 /- 1- 1- /2652 /-
EXP: C Kzt: NA /-
Des Ld: 37.00 HORZ(TL): 0.101 C - G - /-820 /- /275 /-
Mean Height: 15.00 ft Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.945 L Brg Width = 8.0 Min Req = 2.6
.Min Req = .4
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.772 I Brg Width = 8.03
G Brg Width = Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fad: Varies by Ld Case Max Web CSI: 0.986
Bearings L, I, & G arigid surface.
a3re
Loc. from endwall: not in 6.50 ft FT/RT:20(0)/10(0) Bearings L, I, & 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.o0A.1020:21 Maximum Top Chord Forces Per Ply (Ibs)
Lumber Wind Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x6 SP SS; T1,T5 2x4 SP #1; Wind loads and reactions based on MWFRS. B - C 2447 -4843 E - F 3902 -2066
Bot chord: 2x6 SP SS; Wind loading based on both gable and hip roof types. C - D 2605 - 5674 F - G 2711 -1286
Webs: 2x4 SP #3; W4,W5 2x4 SP #2 N; D - E 1838 -4161
Bracing Additional Notes
(a) 1X4 #3SR6 or better continuous lateral restraint to Negative reaction(s) of-820# MAX. from a non -wind Maximum Bot Chord Forces Per Ply (Ibs)
be equally spaced. Attach with ( Box r Gun load case requires uplift connection. See Maximum Chords Tens.Comp. Chords Tens. Comp.
Reactions.
nails(0.113"xZY,min.). Restraint material to be supplied B K 4440 - 2224 J - I 1314 884
and attached at both ends to a suitable support by
erection contractor. K - J 5888 - 3087 I - G 1147 - 2488
t11111fItP/p// 1
j`r+� , Maximum Web Forces Per Ply (Ibs)
restraint. substitute (1) scab or scab reinforcement orb(1) CLR ane used in ld (2)eu f cabs ��`CLR,4� "t ► Y A,
r
��
for (2) CLR'S where shown. Scab reinforcement to be �p ( ®`e�e� a 0 o _
jP Webs Tens.Comp. Webs Tens. Comp.
80 /o length o
same size, species, grade, and of web ,e
4✓ r/�V�+J ��, C - K 1693 -521 J - E 3262 -1093
member. Attach with 0.128x3" gun nails @ 6" cc. R® m®� ap r',a
y* o K - D 557 - 248 E - 1 3329 - 5871
Special Loads s N o. ✓8636 7 ♦ i D - J 1426 -1977 1 - F 1338 - 2176
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) c a
TC: From 55
plf at -1.00 to 55 plf at 7.00
TC: From 28 plf at 7.00 to 28 plf at 33.00 ® ..
T V 1G o ��
TC: From 55 plf at 33.00 to 55 plf at 41.00 ® STATE
BC: From 20 0.00 I f
plf at to 20 plf at 7.03 %
BC: From 10 at 7.03 to 10 at 32.97 i" ® •
plf plf ``�✓�`
BC: From 20 plf at 32.97 to 20 plf at 40.00 ��p �y e (Q 1� T4 M4
TC: 62 lb Conc. Load at 7.03,32.97 rah V 00
oQ""S
06, 9 06,20.94,22.94 24.94,26.94,28.94 6
0
30 94,32.
BC: 470 lb Conc. Load at 7.03,32.97
BC: 126 lb Conc. Load at 9.06,11.06,13.06,15.06
17.06,19.06, 20.94,22.94,24.94,26.94, 28.94, 30.94
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**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, TPI
-by and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing er BCSI. Unless noted otherwise, top chord shall have proper) attached structural sheathing and bottom chord shall have a properly.
attache. ri rd ceiling -Locations shown for permanent lateral restraint o>Ywebs shall have bracing installed per BCSI sections B3, B7 or B10,
as appliabgle. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW BuildinQQComponents Group Inc. shall not. be responsible for any deviation from this drawing, any, failure to build the AN nW COW -
truss in ANSI/TPI 1; for handling,
conformance with or shipping,, installation and bracin of trusses: A seal on this drawm or cover page 6750 Forum Drive
listing this drawin indicates acceptance of professional enccLLineering responsibili solely -for the design shown. The suitability and use of -this
drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aI ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 4634 / COMN
Ply: 1
Job Number: N372962
R 8975 JRef:1X3T89750045 T5FROM:
RWM
Qty: 1
7A5/320,175EA,RH01 /1756/EASTHAM/EXPRESS
J�DtNo: 077.21.1003.34179
Truss Label: A15
/ YK 03/18/2021
6' 14' 20' 26' 34' 40'
8' +' 6'
12 8X8 =-8X8 1112X4 =8X8 =8X8
5 C D E F G
T T1 T
o M
�T5
N B H v
1 S3 A
I 1
�68
4X6(A1) = 8X8 = 8X8 - 8X8 = 4X6(A1)
40'
10' 10, 10, 10,
+1'�
+
10' 20' 30' 40'
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf. NA Ce: NA VERT(LL): 0.429 E 999 360 Loc R+ / R- ! Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.797 E 598 240 M 1558 /- /- /865 /731 /125
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.070 J - - H 1558 P /- /865 /731 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.129 J Wind reactions based on MWFRS
M Br Width NCBCLL: 10.00 Building Code: Creep Factor: 2.0 g = 8.0 Min Req = 1.5
TCDL: psf
H Br Width = 8.0 Min Re 1.5
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.479 g q =
5.0
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.344 Bearings M & H are a rigid surface.
Bearings M & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 4.00 ft Rep Fac: Yes Max Web CSI: 0.660
Members not listedhave forces less than 375#
Loc. from endwall: not in 6.50 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.21
B - C 2536 - 3340 E - F 4454 - 6219
Lumber
C - D 3293 -4534 F - G 3293 -4534
Top chord: 2x6 SP 2400f-2.OE; T1,T5 2x4 SP #2 N; D - E 4454 -6219 G - H 2536 -3340
Bot chord: 2x6 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Wind Chords Tens.Comp. Chords Tens. Comp.
Wind loads based on MWFRS with additional C&C B - L 3050 -2224 K - J 5655 -4188
member design. L - K 5655 -4173 J - H 3050 -2218
Wind loading based on both gable and hip roof types.
iII11111!ili/f Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
Ak
401I4`��y�pN `/,to..
®�G� (1�+ /A L D 1252 F J 1252 05
- -1305 - -1
4�
®� i .D D - K 607 - 367 J - G 1731 -109
a
P �
• Na, 85367
•
oA STATE OF •r��i
v IN
a
01, V
• file a•
��®'sS,0NA�d►
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/18/2021
**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 to these functions. Installers
practices pnor performing shall provide temporary
bracing per BCSI..Unless noted.otherwise,:top chord shall have �roper!v 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.
A LP I N E
Alpine, a division of ITW Buildin Components Group Inc. shall not. be res onsible for any deviation from this drawing, any failure to build the MMCOWAW
tr
ss.in conformance -with ANSIl� PI 1, or for handling,. shipping,. instal INN and-bracingof trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawingp indicates acceptance of professional enpmeenng-responsibili��yy solely for the design shown. The suitabili& and use of Phis
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 ineilw.com; TPI: t insl.or ; SBCA: sbcindusl .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 4657 / COMN
Ply: 1
Job Number: N372962
Cust: R 8975 JRef:1X3T89750045 T4 /
FROM: RWM
City: 1
7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS
DrwNo:
077.21.1003.32507
Truss Label: A16
/
YK 03/.18/2021
10' 16' 20' 26'10"4
36'
40'
4'9"2 5'2"14 6' 4' 6'10"4
9'1"12
4'
=5X5
12 D
5 �
6X8 =H0510 =4X4
m C E F G (a) H I T4
=6X6
J
o
v
B
A
a
�
K svr
L 1
3X6(A1) Q = 4X6 R 5XTO 8 & I—I5X5
M
=3X6(A1) 1
5X5
19'8" 7-4"
13
1' 4'1"12 7'9"6 8'0"14 7'1"12
8'8"8
4'1"12 1'
} 4'1"12 11'11"2 r 20' + 27'1"12
35'10"4 +
40'
Loading Criteria (pst) Wind Criteria Snow Criteria (Pg,Pf in PSF) Deft/CSI Criteria _
♦ Maximum Reactions
(Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in ]cc L/defl L/#
Gravity
Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.252 G 944 360
Loc R+ / R- / Rh
/ Rw / U / RL
BOLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.480 G 495 240
8 740 /- /-
/472 /344 /188
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.059 D - -
R 1230 /- /-
-/586 /532 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.113 D
S 775 /- /-
/321 /352 /-
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0
K 506 /- /-
1335 /234 /-
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.922
Wind reactions based on MWFRS
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.701
B Brg Width = 8.0
R Brg Width = 8.0
Min Req = 1.5
Min Req = 1.5
Re Fac: Yes Max Web CSI: 0.794
Spacing: 24.0 " C&C Dist a: 4.00 ft p
S Brg Width = 8.0
Min Req = 1.5
Loc. from endwall: not in 6.50 ft FT/RT:20(0)/l0(0)
K Brg Width = 8.0
Min Req = 1.5
GCpi: 0.18 Plate Type(s):
Bearings B, R, S, & K are a rigid surface.
Wind Duration: 1.60 WAVE, HS VIEW Ver: 20.02.00A.1020.21
Bearings B, R, S, & K require a seat plate.
Lumber
Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N; T4 2x4 SP #1;
Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #2 N;
Chords Tens.Comp.
Chords Tens. Comp.
Webs: 2x4 SP #3; W9 2x4 SP #2 N;
B - C 862 -1412
G - H 621 -346
Bracing
C - E 927 -1372
H - 1 621 -346
(a) 1X4 #3SRB or better continuous lateral restraint to
E - F 927 -1371
F - G 798 -445
J - K 531 - 790
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
Maximum Bot Chord Forces Per Ply (Ibs)
erection contractor. will ofllf►rff
�'''�,,
Chords Tens.Comp.
Chords Tens. Comp.
restraint. substitute (1) or scab scab f b(1) CLR ane used in leu d (2)f CLR cabs `'pNN WA k
Irl
B - Q 1276 -720
N - M 702 364
for (2) CLR'S where shown. Scab reinforcement to be ti� Q • • to • • s • A.
• A
O - P 1285 -713
M - K 690 - 370
same size, species, grade, and 80%length of web • 1
m �CEr YS� a
P - O 1532 - 914
��
member. Attach with 0.128x3" nails @ 6" cc. 6 • r
gun
e No 8636
Maximum Web Forces
Per Ply (Ibs)
Plating Notes ! • e w
All plates are 2X4 except as noted.
Webs Tens.Comp.
Webs Tens. Comp.
C - P 469 -195
0-1 401 - 528
Wind �.� •,+e
F-O 1427 -2204
I-N 600 -471
F Wind loads based on MWRS with additional C&C + ; STATE OF / „
H - O 574 -498
N - J 559 840
e•
member design. Ir ® a ) ©t �1� ry
and hip roof types. / ®• C
V Wind loading based on both
OR
gable f
0 0••g•
UU.14140N+A,Ailif
, +�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**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 for
and SBCA) safety practices nor to performing these functions. Installers shall provide
bracing er BCSI. Unless noted otherwise, top chord shall have roper% attached structural sheathing and -bottom chord shall
attached rigpid ceiling Locations shown for -permanent lateral restraint o�webs shall hav bracingq installed per BCSI sections
temporary
have a properly
B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on t�re Joint Details, unless noted otherwise. Refer to
drawings 160A-Z-for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE�
A�ine, a division of ITW=BuildinQQComponents Group Inc. shall not,be responsible for any_deviation from this drawing, any failure to build the
tr in ANSI/TPI 1, for handling, bracingof
ANMCOMPAW
ss conformance with or shipping,, installation and trusses. A seal on this drawingor cover page
listing this drawinp- indicates acceptance of professional engineering responsibili solelyor the design shown. The suitabiliy and use of this
drawing for any is the the Building -Designer ANSI/ _�l 1 Sec.2.
675o Forum Drive ., .
Suite 305
structure responsibility of per
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: 4649! COMN Ply: 1 Job Number: N372962 Cust: R8975 JRef:1X3T89750045 T24 /
FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33992
Truss Label: B1 / YK 03/18/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3;
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 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
10,
10,
=HO510
C
10,
10,
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 Fee: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
20'
20'
10,
10'
20'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.042 E 999 360
VERT(CL): 0.077 E 999 240
HORZ(LL): 0.019 E - -
HORZ(TL): 0.036 E
Creep Factor: 2.0
Max TC CSI: 0.761
Max BC CSI: 0.707
Max Web CSI: 0.171
VIEW Ver: 20.02.00A.1020.21
ow1fflliff o
�4WAkr`''�,
cEN
se
• No. 86 67 0
STATE OF o 4Zj
® • �C` a e`�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 809 !- /- /465 /378 /159
D 750 P P /405 /341 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D 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 829 -1223 C - D 833 -1223
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 1051 - 620 E - D 1051 - 620
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - E 449 0
4 RIVY! ,tee'' C.
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in, fabricating, haDdling, shipping, installing and bracing. _ Refer to and follow the latest edition of BCS
urawings , ouH-4 ror sianoaro praie posmons. Kerer to loo-s General Notes page for additional intormation.
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 ANSIl� PI 1, or for handling, shipping,, installation and bracin .of trusses. A seal on this drawin .or cover pa e
listing this drawing indicates acceptance of professional an sneering responsibilitty� solely -for the design shown. The suitabilipy and use of this
drawing for any structure is the responsibility of the Building"esigner per ANSI/rPl 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.or • SBCA: sbcindustry.com• ICC: icosafe.org; AWC: awc.org
ALPINE
AN —COMPANY
6750 Forum Drive
Suite 305
Orlando FL,32821
SEQN: 4652 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 723 /
FROM: RWM Qty: 1 , A5/320 ,175EA ,RH01 / 1756/EASTHAWEXPRESS DrwNo: 077.21.1003.33039
Truss Label: B2 / YK 03/1812021
Loading Criteria (pst)
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
Spacinq: 24.0 "
9' 11'
9' 2'
9'1"12
9'1"12
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 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1; T2 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.
Wind loading based on both gable and hip roof types.
=5X8 =5X5
C T2 D
20'
Snow Criteria (Pg,Pfin 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):
20'
9'
9'3"8
20'
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.040 G 999 360
VERT(CL): 0.073 G 999 240
HORZ(LL): 0.020 H - -
HORZ(TL): 0.036 H
Creep Factor: 2.0
Max TC CSI: 0.732
Max BC CSI: 0.842
Max Web CSI: 0.085
EW Ver: 20.02.00A.1020.21
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 807 /- /- /470 /377 /157
E 807 /- A /470 /377 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
E Brg Width = 8.0 Min Req = 1.5
Bearings B & E are a rigid surface.
Bearings B & E 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 963 -1226 D - E 963 -1225
C - D 1007 -1065
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B-H 1056 -716 G-E 1055 -714
H - G 1060 - 715
A WAk
� s s
g N0, 86367
° e
n+ STATE OF ® k/0'�'
060NAL "o,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWINGI
**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 to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roper)y attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or 610, -
as applicabgle. Apply plates. to
face, of truss and position as shown above and on-the-JoinCDetails, 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 respponsible for any deviation from this drawing, any failure to -build the ANMEOWAW
truss in conformance with ANSI/) PI 1, or -for handling, shipping,.;.mstallation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum -Drive Drive -
drawing
this drawing indicates acceptance ;of professional engineering responsibilittyv solely or the design shown. The suitabilipy 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: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc-oro Orlando FL, 32821
SEQN: 4655 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T25 /
FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.330 ''
Truss Label: B3G / YK 03/18/2021
7' 13'
T 6'
5XS = 5X5
C T2 D
20'
7'
12
5
M
f�
B E
q F 18'8"
H G
4X6(A2) =6X6 =4X4=4X6(A2)
20'
7'1"12 5'6"12 7'3"S
7'1"12 12'8"8 20' 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: 0 to h/2
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; T2 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur,Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 55 plf at -1.00 to 55 plf at 7.00
TC: From 28 plf at 7.00 to 28 pif at 13.00
TC: From 55 plf at 13.00 to 55 plf at 21.00
BC: From 20 plf at 0.00 to 20 plf at 7.03
BC: From 10 plf at 7.03 to 10 plf at 12.97
BC: From 20 pif at 12.97 to 20 plf at 20.00
TC: 62 lb Conc. Load at 7.03,12.97
TC: 169 lb Conc. Load at 7.06, 9.06,10.94,12.94
BC: 470 lb Conc. Load at 7.03,12.97
BC: 126 lb Conc. Load at 9.06,10.94
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): 0.140 H 999 360
VERT(CL): 0.258 H 917 240
HORZ(LL): 0.049 G - -
HORZ(TL): 0.090 G
Creep Factor: 2.0
Max TC CSI: 0.671
Max BC CSI: 0.797
Max Web CSI: 0.286
EW Ver: 20.02.00A.1020.21
,��gt19t4R►il/���®'
I
No.8fi367
•
tl �
STATE OF
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1691 A A /- /827 /-
E 1691 A /- A /827 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
E Brg Width = 8.0 Min Req = 2.0
Bearings B & E are a rigid surface.
Bearings B & E 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 1742 - 3578 D - E 1741 - 3572
C - D 1564 - 3303
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - H 3241 -1558 G - E 3236 -1558
H - G 3275 -1562
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C-H 735 -119 G-D 686 -61
,sew FO �OR1Q� I':' 6_
� S +stl�4!® 0
NAad44+t�®�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**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 sa shipping,
prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable: Apply Oates to each face, of truss and position as shown above and on the Joint 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$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any. failure to build the ANMCOWANV
truss in conformance. with ANSI 1, or for handling, shipping,, installation and bracin4 of trusses. A seal on this.drawin or cover page 6750 Forum Drive
listing this drawing indicates- acceptance of professional engineering responsibili��r solely -for the design shown. The su!tabilify and use of this -
drawing for any sgructure 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
SEON: 50131 / COMN Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T9 /
FROM: RWM Oty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23351
Truss Label: C2 / YK 03/18/2021
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
SDacina: 24.0 "
Lumber
6'8"
6'8"
=4X6
C
13'4"
6-13"
12
5
N
FD
C7
B D
4 E t__0_
F
2X4 (A1) 1112X4 = 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 It
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
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.
Wind loading based on both gable and hip roof types.
13'4" JA
6'8"
6'8"
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):
6'8"
13'4"
Defl/CSI Criteria
PP Deflection in ]cc Udefl U#
VERT(LL): 0.017 F 999 360
VERT(CL): 0.032 F 999 240
HORZ(LL): 0.007 F - -
HORZ(TL): 0.013 F
Creep Factor: 2.0
Max TC CSI: 0.498
Max BC CSI: 0.465
Max Web CSI: 0.111
VIEW Ver: 20.02.00A.1020.20
♦Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 556 /- /- /332 /261 /124
D 556 A A /332 /261 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D 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 690 -775 C - D - - 690 -775
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - F 664 - 473 F - D 664 - 473
wati��r►rr, �
N®, e6367 ' a
STATE OF
T I A
�WOO 0
too
', ON(A,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have �roperr attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not, be responsible for_any deviation from this drawing, any failure to build the MN COMVAW
truss in conformance with ANSI/l PI 1, or for handling, shipping,, installation and bracingof trusses. A seal on this drawing or cover page 6750 Fonrm Drive
listing this drawingq indicates acceptance of professional engqmeenng responsibilitty� solelyor the design shown. The suitability and use of This
drawing for any sCructure is the responsibility of the Building -Designer per ANSI/T 11 Sec.2. Suite 305
For more information see -these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN:4660/ COMN Ply: 1 Job Number: N372962 Cust:R8975 JRef:1X3T89750045 T1 /
FROM: RWM Qty: 1 7A5/320 ,175EA ,RHOl / 1756/EASTHAMIEXPRESS Dnallo: 077.21.1003.34304
Truss Label: C1 / YK 03%18/2021
6'8" 13'4"
6'8" 6'8"
=4X6
C
12
5
N
CO
B D
4 1--
8'8"
E
2X4(A1) 1112X4 = 2X4(A1)
�- 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/2 to h
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;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
6'8'
6'8"
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: No
FT/RT:20(0)/l 0(0)
Plate Type(s):
13'4"
6'8"
13'4"
Defl/CSI Criteria
PP.Deflection in loc Udefl U#
VERT(LL): 0.017 E 999 360
VERT(CL): 0.031 E 999 240
HORZ(LL): 0.007 E - -
HORZ(TL): 0.014 E - -
Creep Factor: 2.0
Max TC CSI: 0.510
Max BC CSI: 0.470
Max Web CSI: 0.111
Ver: 20.02.00A.1020.21
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 559 /- /- /332 /263 /112
D 498 /- /- /271 /225 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 8.0 Min Req = 1.5
Bearings B & D are a rigid surface.
Bearings B & D 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 703 - 785 C - D 705 - 784
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - E 673 - 535 E - D 673 - 535
�®�trr�r�r�r�hrP
Na, 86367
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- �• STATE of @ �,
1. 41 S • •eke • b
�oNAI 1��1
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
ine, a division of
s in conformanc
ng this drawing i
wing for any sfru
more information
Components Group Inc. shall_not,be responsible for any deviation from this drawing, any failure to build the
TPI 1, or for handling, shipping,, installation and bracinclof trusses. A seal on this drawin or cover.papa
:aptance of professional engineering responsib!I!tX solely -for the design shown. The suitabilii9y and use ofc !s —
SBCA:
ALPINE
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 50150 / COMN Ply: 1 Job Number: N372962 Cusl: R 8975 JRef:1X3T89750045 T12 /
FROM: RWM Qty: 1 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23320
Truss Label: C3G / YK 03/18/2021
TTrn
�7'2"5
4'0"15 6'1"11
4'0"15 2'0"12
12
3.45 [---
=4X4 =4X6
D E
9'3"1
2'0"12
13'4"
4'0"15
12 \\\ C 6 /// 4 F6
5 �
0
!0
B G
a H
J I 1
4X4(A2) =4X4 =3X8 =4X4(A2)
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: 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;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 55 plf at -1.00 to 55 plf at
4.08
TC: From 27 plf at 4.08 to 27 plf at
9.25
TC: From 55 plf at 9.25 to 55 plf at
14.33
BC: From 20 plf at 0.00 to 20 plf at
4.08
BC: From 10 plf at 4.08 to 10 plf at
9.25
BC: From 20 pif at 9.25 to 20 plf at
13.33
TC: 73 lb Conc. Load at 4.08, 9.25
TC: 143 lb Conc. Load at 6.14, 7.19
BC: 32 lb Conc. Load at 4.08. 9.25
BC: 64 lb Conc. Load at 6.14. 7.19
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
4'4"7
4'4"7
3w Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
rw 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):
13'4"
4'6"
8'10"7
4'5"9
13'4"� 1 "I
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.041 D 999 360
VERT(CL): 0.075 D 999 240
HORZ(LL): 0.0151 - -
HORZ(TL): 0.027 1
Creep Factor: 2.0
Max TC CSI: 0.213
Max BC CSI: 0.533
Max Web CSI: 0.086
Ver: 20.02.00A.1020.20
10
• N0.86367 S.
STATE OF 4r�a
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 771 /- /- /- /370 /-
G 771 A /- A /370 A -
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
G Brg Width = 8.0 Min Req = 1.5
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 631 -1409 E - F 572 -1324
C - D 575 -1327 F - G 632 -1408
D - E 521 -1129
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp: Chords Tens. Comp.
B - J 1260 - 550 1 - G 1259 - 552
J - 1 1121 -521
ON A L
r�bi6t:�f�ieNe►
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in,fabricating, handling, shipping, installing.and bracing. - Refer to and follow the -latest edition of BCSI
Is-i our c rurstanuarc prate posmons. Keter to )oo-s uenerai Notes page for additional intormation.
a division of ITW Buildin Components Group Inc. shall not be responsible for any -deviation from this drawing, any failure to build the
conformance with ANSI/ PI t, or for_handling, shipping,, installation. and bracin44 of trusses. A seal -on this drawing or cover pape
tis drawing indicates acceptance of -professional enpineenng responsibility solely for the design shown -The suitabiHfy and use of this --
for any structure is the responsibility of the Building Designer per ANSI/T I 1 Sec.2.
a information see these web sites: Alpine: alpineitw com• TPI: tpinst orq• SBCA: sbcinduslrycom; ICC: iccsafe orq• AWC: awc orq
'101111&.1-
ALPINE
ANMCOMPANY
6750 Forum_ Drive;
Suite 305
Orlando FL, 32t121
SEQN: 45701 EJAC Ply: 1 Job Number: N372962 I Cust: R 8975 JRef:1X3T89750045 T31 /
FROM: RWM Qty: 16 7A5/320 ,175EA ,RHOl / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.32742
Truss Label: EJ7 / YK 03/18/2021
76
11'7"9
12
5
M f
ce
M
B
T A $'8„
D
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 "
1, + 7
7'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5:0 psf
MWFRS Parallel Dist: h/2 to h.
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 It
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)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefi U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0:017 D
HORZ(TL): 0.031 D
Creep Factor: 2.0
Max TC CSI: 0.919
Max BC CSI: 0.518
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.21
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 329 /- A /234 /125 /173
D 126 /- /- /73 /- /-
C 169 P P /104 /154 A
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#
STATE of
aZORiQ?0 ; N C
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer -to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached ri id -ceiling Locations shown for permanent- lateral restraint of webs shall have bracingp installed per BCSI sections B3, B7-- or B10
as applicabgle. 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 Buildingg Components Group Inc. shall not. be responsible -for any deviation from this drawing, any failure to build the ." we E�
truss in conformance. with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing,
or cover page 6750 Forum Drive
listing this drawingg indicates acceptance of professional engineering responsibilittyy-solely-for the design -shown. The suitabilik and use of -this
drawing for any sCructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com• TPI: tpinst.org; SBCA: sbcindustry.com• ]CC: iccsafe.org; AWC: awc.org Orlando FL, 32821
SEQN: 4590 / EJAC Ply: 1 Job Number: N372962 Cust: R 8975 JRef: 1 X3T89750045 T42 /
FROM: RWM Qty: 2 ,7A5l320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35602
Truss Label: EJ7A ! YK 03/18/2021
T
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/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 f
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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
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.
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FTIRT:20(0)/10(0)
Plate Type(s):
Deft/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.017 D
HORZ(TL): 0.031 D
Creep Factor: 2.0
Max TC CSI: 0.919
Max BC CSI: 0.518
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.21
,t��t,>I�t��r�tA too,
rirrrr�
4 No367 a
TC
°
STATE OF'��v`r�
C
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 329 /- A /234 /125 /173
D 126 A /- 173 A A
C 169 A /- /104 /154 /-
Wind reactions based on MWFRS
B Brg Width = 7.3 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#
/0 A 1� ,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**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, installingand 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 pproperlY.attached structural sheathing and bottom chord shall have a properly
- -attached rigid ceilin Locations shown for permanent laterat-restraint of webs shall have bracin installed per BCSI s ctions B3, B7 or B10,
as applicable. Applgy pplates-to each face oT truss and position as shown above and on -the Joint9Details, unless notedotherwise. Flefer to
drawings 160A-Z for -standard plate positions. Refer to job's General Notes page for additional information. ALPINE
- Alpine, adivision-of ITW Buildin$QComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANRWCOWAW
truss in conformance with ANSI/TPI-1 -or for handling, shipping,, installation and bracin4 of trusses. A seal on -this drawing or cover page _ 675o Forum D_ rive
-- listing this drawing indicatesacceptance ;of -professional engineenng-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: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
SEQN: 4592 / JACK Ply: 1 Job Number: N372962 Cusl: R 8975 JRef:1X3T89750045 T27 /
FROM: RWM City: 3 ,7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33304
Truss Label: EJ2 / YK 03/18/2021
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
5
41
T
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;
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.
2X4(A1)
2'
2'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
C
T 9-6"9
N co
co
$r$n
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA .
HORZ(LL): 0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.131
Max BC CSI: 0.026
Max Web CSI: 0.000
Ver: 20.02.00A.1020.21
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 155 /- /- /130 /65 /45
D 31 1- A /17 /- A
C 34 /- /- /16 /23 /-
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#
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s No. 86367
-
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FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating; handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord -shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for fpermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face o truss and position as shown above and on the Join 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 Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY
truss in conformance withANSI/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 engineering responsibilittyy 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.org; AWC: awc.org Orlando FL, 32821
SEQN: 4569 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T28
FROM: RWM Qty: 6 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33429
Truss Label: CJ5 KD / YK 03/18/2021
T
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 "
1, 4'11"4
411 "4
Wind Criteria
Wind Sid: 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 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):
WAVE
[a]
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.006 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.495
Max BC CSI: 0.246
Max Web CSI: 0.000
VIEW Ver:20.02.00A.1020.21
10'9"4
N
V SO
N �
N
$'8"
♦ Maximum Reactions (Ibs)
. Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 254 /- /- /188 /100 /127
D 88 /- /- /49 /- /-
C 116 /- /- 170 /106 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
ps
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a
Mv, 86367 n
n• STATE 4F
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l ONA4will, `�+'
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"'IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached riV ceilin Locations shown for �ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y Oates to each face o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to A L PI N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$cLComponents Group.Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI - PI 1, or for handling; shipping,, installation and bracing of trusses. A seal on this drawing or cover pa a 675o Forum -Drive
listing this drawin indicates acceptance of professional en ineenng 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/T�l 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.orq Orlando FL, 32821
SEQN: 4584 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef1X3T89750045 T35 /
FROM: RWM Qty: 2 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35648
Truss Label: CJ5A / YK 03/18/2021
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
10'9"4
N
90
N �
B N
pipit
V V
�— 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: 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.
411 "4
4' 11 "4
JW Criteria (Pg,Pf in PSF)
NA Ct: NA CAT: NA
NA Ce: NA
NA Cs: NA
)w 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): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.495
Max BC CSI: 0.246
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.21
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 254 1- !- /188 /100 /127
D 88 /- /- /49 /- A
C 116 A A 170 /106 A
Wind reactions based on MWFRS
B Brg Width = 7.3 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#
ItII!
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® �CENS '®
No 86367 eIS
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- STATE 4F
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II�IiNlil)
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/18/2021
WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
""IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v-attached structural sheathing -and bottom chord shall have a properly
attached ri id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicabgle. App�y plates to each face optruss and position as shown above and on the Join 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 BuildinlgComponents 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 bracing1 of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawin indicates acceptance of professional-enpmeenng responsibilittyy solely for the design shown. The suitabili9y 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: sbcindusl .com; ]CC: iccsafe.or ; AWC: awc.or Orlando FL, 32821
SEQN: 50143! JACK Ply: 1 Job Number: N372962 Cust: R8975 JRef.1X3T89750045 T26 /
FROM: RWM Qty: 2 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23367
' Truss Label: CJA / YK 03/18/2021
2X4(A1)
�— 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: 0 to h/2
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.
4'3"9
4'3"9
Snow Criteria (Pg,Pf!n 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
Defl/CSI Criteria
PP Deflection in loc Udef! U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.004 D
HORZ(TL): 0.006 D
Creep Factor: 2.0
Max TC CSI: 0.368
Max BC CSI: 0.185
Max Web CSI: 0.000
Ve r: 2 0.02.00A.1020.20
11 10'6"
00
N �p
N
8'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 231 /- /- /173 /93 /113
D 76 /- /- /42 /- /-
C 99 /- /- /60 191 /-
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#
°1Ij04f11Pll���
a�AHWAk �r`'�
E * ;*-
ce
a
e No. 86367 s A�
•
STATE OF
/QNA� t�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
luire.extreme care in fabricatingp handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Safety Information, by TPI and'SBCA) r safety practices pnor to performing these functions. Installers shall provide temporary
BCSI. Unless noted otherwise, top chord shall have proper)' attached structural sheathing and.bottom chord shall have a properly
id ceilingp -Locations shown for.permanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10
le. Apply plates to each face. of truss and position as shown above and on the Join' Details, .unless noted otherwise. Refer to
i0A-Z for standard plate positrons. Refer to job's General Notes page for additional information.
/ision.of ITW Buildin$QComponents Group Inc. shall -not be respponsible for any deviation from this drawing, any failure to build the
formance with ANSI/TPI 1, or for handling, shipping;, installation and bracincl of trusses. A seal on this drawin or cover page
rawinq-indicates acceptance of professional encc�LIneenng responsibility solely -for the design shown. The suitabilipy and use of this
any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
ALPINE
AN MCOWANV
6750 Forum Drive
Suite 305
Orlando FL, 32821
more information see these web sites: Alpine: alpineitw.com; TPI:
SEQN: 50133 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef1X3T89750045 T36 1
FROM: RWM Qty: 4 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23429
Truss Label: CJ4 / YK 03/18/2021
C
4.87
12 T
10'4"2
0
co
TA B �I N
,�1 1 A I 81811
�I D �y
2X4(A1)
�-- 1'0"6
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: 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.
4'0"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):
Defi/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.003 D
HORZ(TL): 0.005 D
Creep Factor: 2.0
Max TC CSI: 0.312
Max BC CSI: 0.158
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- ! Rh / Rw / U / RL
B 223 A /- /167 /92 /104
D 70 A A /38 /- /-
C 91 /- A /52 /84 A
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#
�,1��t+l11f f f f ►ff����
`' ONHWAk '',,
41
•° No
�3 . 6367 8
r
r
A
STATE OF
0
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"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, hand lin shipping; installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI andSBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. Unless noted otherwise, top chord shall have prgper1r attached.structural sheathing and bottom chord shall have a properly
attached ri !d ceilm Locations shown for Permanent lateral restraint of webs shall -have bracin installed per BCSI sections B3, B7 or B10,
as applicaO e. AppTcy 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 BuildinQQComponents Group -Inc. shaltnot.be responsible for any deviation from this drawing, any failure to build the ANR COWAW
truss in conformance with ANSI 1, or for handling, --shipping,, installattion and bracin4of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enpsneering responsibilitty� solely -for the design shown: The suitabilitf' 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 4568 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef: 1X3T89750045 T29 /
FROM: RWM Qty: 6 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.33835
Truss Label: CJ3 / YK 03/18/2021
12 C
1, 2'11"4
a�e
211 "4
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Sid: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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):
T
N
zo
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: 0.207
Max BC CSI: 0.103
Max Web CSI: 0.000
Ver: 20.02.00A.1020.21
9' 11 "4
00
8'V"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 184 /- /- /146 /78 /82
D 50 /- A /27 A A
C 62 A A /35 /58 /-
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#
,,y11111 Ef i f i f l*/)�0
0E
No. 86367
m n e
s
® b STATE 4F
OR
NAL
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**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 BCS! (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 p�roperly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown forpermanent lateral -restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face oT truss and position as shown above and on the Join f Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. 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 ANR COWAW
truss in conformance with ANSIfr} PI -1,--orfor handling, shipping,, installation and bracing of trusses. A seal on this drawingor cover page 6750 Forum Drive
listing this drawin? indicates acceptance of professional ancLineenng responsibilitty� solely-forthedesign shown. The suitability and use of this —
drawmg 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: 4582/ JACK Ply: 1 Job Number: N372962 Cusl: R8975 JRef:1X3T89750045 T37 /
FROM: RWM Qty: 2 ,7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35946
Truss Label: CJ3A / YK 03/18/2021
12 C
T9' 11 "4
(V
00
B (0
11 A 81811
C� D
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL:. 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 It
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 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
PASS!
2' 11 "4
Snow Criteria (Pg,Pfin 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):
WAVE
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: 0.207
Max BC CSI: 0.103
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.21
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 184 /- /- /146 778 /82
D 50 A /- /27 A /-
C 62 A A /35 /58 A
Wind reactions based on MWFRS
B Brg Width = 7.3 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#
4 •
No. 86367 a
®,b STATE QE 4,�
�lr®A� 41 • C fl Pion: • :moo
�r0
�14I4ililil1W
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
`*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 sa ety.practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly
attached ri id 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. Referto'
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 Buildin$Components Group Inc shall not, be responsible for any deviation from this drawing, any. failure to build the ANO COWANY
truss in conformance -with ANSI/TPI 1, or for handling, ihipping,, mstallation.and bracing of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building�esigner 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:4567/ JACK Ply: 1 Job Number: N372962 Cust:R8975 JRef:1X3T89750045 T30 !
FROM: RWM Qty: 6 7A51320 .175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35085
Truss Label: CA / YK 03/18/2021
Loading Criteria (pst)
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
5 C
4"1
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 SIP #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.
2X4(A1)
11 "4
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 Sid: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
N T
00
QO =
17
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.000 D -
Creep Factor: 2.0
Max TC CSI: 0.177
Max BC CSI: 0.022
Max Web CSI: 0.000
Ve r: 20.02.00A.1020.21
ME
Me
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 142 /- /- /133 /85 ME
D 10 /-2 /- /14 /10 /-
C - /-15 A /29 /29 /-
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#
,,yjtti4f411ld/►o
9
�CEN , l�ppr�
ti sF °®
ti No.85367 .21
r o
r
* O �
STATE OF
ORt4�X,
4494411WWO , 5
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**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.properlY attached structural sheathing and bottom chard shall have a properly
attached r! 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. 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 BuildincQ�Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI PI 1, - or for handling, shipping,. installation and bracing of trusses. A seal on this drawing or cover pa4a 675o Forum Drive
listing this drawing indicates acceptance of professional engmegring responsibili�c.solely-for the design shown. The suitability 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 ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 4580 / JACK Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3TB9750045 T39 /
FROM: RWM Qty: 2 ,7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.34617
Truss Label: CAA / YK 03/18/2021
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
5 C
T
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
Wnd 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.
11114
11114
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
_F T 9' 1 "4
N
- CO
EO = C7 pipn
� O
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.000 D
HORZ(TL): 0.000 D - -
Creep Factor: 2.0
Max TC CSI: 0.177
Max BC CSI: 0.022
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.21
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 142 /- /- /133 /85 /38
D 10 /-2 /- /14 /10 /-
C - /-15 /- /29 129 /-
Wind reactions based on MWFRS
B Brg Width = 7.3 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#
No. 86367 e
r a
0
STATEOF ° 4
{
C w
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r saTPety 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 properl
attached rigid ceiling Locations shown for permanent lateral restraintvf webs shall have bracing installed per BCSI sections B3, B7 or B10
as applicable: -Apply,gates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings-160A-Z-for-standard plate positions. Refer to job's General Notes page for additional information.
Aline, a division of ITW Building Components Group Inc. -shall not.be.responsible for any deviation from this drawing, any. failure to build the
tr s -in conformance with ANSI PI 1, or -for handling, shipping,, mstalla ion and bracin of trusses. A seal on this drawn or cover pa e
listing this drawing indicates acceptance of -professional engineering responsibility solely�or the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2.
For more informationseethese web sites: Alpine: alpineitw.com; TPI: tpinst.orq;_ SBCA: sbcinduslry.com• ICC: iccsafe.org; AWC: awc.org
ALPINE
AN M COMPANY
6750 Forum Drive_ _
Suite 305
Orlando FL, 32821
SEQN: 4588 / HIP_ Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T38 /
FROM: RWM Qty: 3 , A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.35243
Truss Label: HJ7 / YK 03/1812021
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: 11
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
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;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 2 plf at 0.00 to 2 plf at 11.25
BC: From 2 plf at 1.35 to 2 plf at 11.25
TC: -2 lb Conc. Load at 2.78
TC: 124 lb Conc. Load at 5.61
TC: 232 lb Conc. Load at 8.44
BC: 20 lb Conc. Load at 2.78
BC: 99 lb Conc. Load at 5.61
BC: 175 lb Conc. Load at 8.44
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Refer to General Notes for additional information
Provide (3) 16d common 0.162"x3.5", toe -nails at TC.
Provide (3) 16d common 0.162"x3.5", toe -nails at BC.
5'1 "9
5'1"9
9'3"1
9'3"1
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: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
9'10"13
4'9"4
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.042 F 999 360
VERT(CL): 0.087 F 999 240
HORZ(LL):..0.013-F- - -
HORZ(TL): 0.029 F
Creep Factor: 2.0
Max TC CSI:. 0.567
Max BC CSI: 0.639
Max Web CSI: 0.304
VIEW Ver: 20.02.00A.1020.21
0.�tr�r►rrrri�,�e
�\ o p•••* ,�
a
4 * �'A
No, 86367 0
o p .ir
STATE 4F a
0
T + 117'3
- n
N F-
cM zo
t 1_0
8181.
99
'10' 13
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 296 /- /- /- /177 /-
E 344 /- /0 /- /132 /0
D 62 /- /- /- /59 /-
Wind reactions based on MWFRS
B Brg Width = 11.3 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 466 - 612
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 608 - 436
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 461 - 642
A. ora *1_41r�
N+A; 111�
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/18/2021
"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
- bracingTer BCSL-Unless noted otherwise, top chord shall have properlr-attached structural sheathing and bottom chord shall have a properly
attached rig4id ceiling Locations shown for permanent lateral-respaint of webs shall have bracin installed per-BCSI sections B3, B7 or 610, as applicable. Apply plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. F�efer to -- �11�
drawings 160A=Z for -standard plate positions. Refer to job's General Notes page for additional information. /'�1 �LPP�I NN
Alping, a division of ITW Buildin Components r3roup Inc. shall not.be responsible for any deviation.from this drawing, any failure to build the .Nnwcowmy
truss inzonformance with ANSIL� PI 1, or for.handling,=shipping,, installation an bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive _ _-
listing this drawing- indicates acceptance ;of -professional enctineenng responsibility solely -for the design shown. The suitabilify-and use Nis Suite soy
drawing for any s9ructure is the responsibility oLthe Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites:.Ali)ine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: [CC, iccsafe.ora: AWC: awc_Oro Orlando FL, 32821
SEQN: 4586 / HIP_ Ply: 1 Job Number: N372962 Cust: R 8975 JRef:1X3T89750045 T45
FROM: RWM Qty: 1 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077,21.1003.32476
Truss Label: HJ7A / YK 03/18/2021
5'1"8
5'1"8
9'10"12
4'9"4
n
117'3
12
3.54
2X4
C
fM
N
fM
M
B
313 A a,$„
FE
Loading Criteria (psi)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
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;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 2 plf at 0.00 to 2 pif at 11.25
BC: From 2 plf at 1.35 to 2 plf at 11.25
TC: -2 lb Conc. Load at 2.78
TC: 124 lb Conc. Load at 5.61
TC: 232 lb Conc. Load at 8.44
BC: 20 lb Conc. Load at 2.78
BC: 99 lb Conc. Load at 5.61
BC: 175 lb Conc. Load at 8.44
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Additional Notes
Refer to General Notes for additional information
Provide (3) 16d common 0.162"x3.5", toe -nails at TC.
Provide (3) 16d common 0.162"x3.5", toe -nails at BC.
9-3„
9,3"
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): 0.042 F 999 360
VERT(CL): 0.086 F 999 '240
HORZ(LL): 0.013 F - -
HORZ(TL): 0.029 F
Creep Factor: 2.0
Max TC CSI: 0.566
Max BC CSI: 0.639
Max Web CSI: 0.303
Ve r: 2 0.02.00A.1020.21
�i�titl1111//r:�lP
E Is
No, 86367
A
STATE OF w ti
s� • �, ar
9'10' 12
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 296 /- /- /- /177 /-
E 344 /- /0 /- /132 /0
D 62 /- /- /- /59 /-
Wind reactions based on MWFRS
B Brg Width = 10.3 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 466 -612
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 608 -436
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 461 - 642
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**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 an SBCA) r sa shipping,
practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI_ Unless noted otherwise, top chord -shall have properly attached structural sheathing and bottom chord shall have a 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 applicabgle. Apply plates to each face. oT 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 BuildincLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the p,,,,� Ca,,, Y
truss in conformance with_ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawing or cover page 6750 Forum Drive
listing this drawin indicates acceptance of professional en sneering responsibility solely for the design shown. The suitability and use of pate
drawing for any sfructure is the responsibility of the Building�esigner 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.or Odando FL, 32821
SEQN: 50146 / HIP_ Ply: 1 Job Number: N372962 Cusl: R 8975 JRef:1X3T89750045 T32 /
FROM: RWM Qty: 2 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23335
Truss Label: HJ6 / WHK 03/18/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 0.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
10'11"l5
12
4.56
r`
F- N
(V O
CY)
B
A S8
�' D
2X4(A1)
1'1"3 1 6'
"1 6'0"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: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Loading
Hipjack supports 4-2-15 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
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: No
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): 0.007 D
HORZ(TL): 0.014 D
Creep Factor: 2.0
Max TC CSI: 0.438
Max BC CSI: 0.264
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 128 /- /- /- /62 /-
D 64 /- /- /14 /- A
C 143 /- /- /- /107 A
Wind reactions based on MWFRS
B Brg Width = 8.6 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#
,,���� � � � �� � r i►r rayP
Jy
CENS
a
• No, $6367low
0
STATE OF
4
Ole It •• •0!t• b
%N+A, ��
00
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**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 anSBCA) for safety practices prior to performing these functions. Installers shall provide temporary
brac!ng.per..BCSI. Unless noted otherwise, top chord shall have proper)V attached structural sheathing and bottom chord shall have a properly
attached ri id ceiling Locations shown for permanent lateral.restraint of webs shall have bracing installed per BCSI sections B3 B7 or B10,
as applicable. Apply plates to each face, of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. ALPINE
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the AN mvc MCANv
truss. in conformance with ANSIl1 PI 1, or for handling, -shipping,; installation and bracinaof trusses.. A sealon this drawing or cover pa4e 6750 Forum Drive -
listing
this drawing indicates acceptance of professional enctineenng responsibilittyv solely -for the design shown. The suitability and use of this Suite 305
drawing for any structure is the responsibility of the BuildingO esigner 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: 50147 / HIP_ Ply: 1 Job Number: N372962 Cust: R 8975 J Ref: 1 X3T89750045 T11
FROM: RWM Qty: 2 7A5/320 ,175EA ,RH01 / 1756/EASTHAM/EXPRESS DrwNo: 077.21.1003.23352
Truss Label: HJ4 / WHK 0311812021
C
12 10'4"13
4.56
Ln
o -
CV �
B N
A81811
D
2X4(A1)
4'5"6
111113 + i
4'5"6
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: 0.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Loading
Hipjack supports 3-1-12 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
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: No
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): 0.002 D
HORZ(TL): 0.003 D
Creep Factor: 2.0
Max TC CSI: 0.148
Max BC CSI: 0.088
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
1grirl�49rit►tllai
Z 6 No.86367
m m 0 m
d
,p STATE OF
g F
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 95 /- /- /- /50 !-
D 32 /- A /9/-
C 73 /- /- A /55 A
Wind reactions based on MWFRS
B Brg Width = 8.6 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#
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
s require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
rent Safety Information, by TPI and SBCA) for sa shipping,
practices pnor to performing these functions. Installers shall provide temporary.
Cr
BCSI Unless noted otherwise; top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly _
p rigid ceifinp Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections 63, B7 or B10
cable. Apply plates to each face, of truss and position as shown above and on the JoinE9Details, unless noted otherwise. Refer to
is 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
a division of ITW BuildinQcLComponents 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,, not,
and bracin of trusses. A seal on this drawing or cover page
us drawing indicates acceptance ;of professional engineering responsibility solely -for the design shown. The suitability and use of this
for any structure is the responsibility of the Building Designer perANSI/TPI 1 Sec.2.
For more information see
ALPINE
AN M COMPANY
6V50 Forum Drive
Suite 305
Orlando FL, 32821
TRULOX INFORMATION DETAIL
TYPICAL OFF PANEL SPLICE DO NOT APPLY NAILS WITHIN 1/2" OF LUMBER TYPICAL PANEL POINT WITHOUT SPLICE
EDGES OR 1" OF LUMBER ENDS ON EACH FACE,
1/I2" 112" AS SHOWN BY DASHED LINES. 1/2 �t —ft1/2" 1/2"
I
-- NAILS MUST NOT SPLIT LUMBER. I IA
1/2" n 1/2" /
1/2" 1/2"
1"
TYPICAL FILLER — —
I /2" 1 2„ 1/2.. n 1/2"
1/2 ""/x
y1/2- TYPICAL HEEL
PLATE AS
SPECIFIED
ON SEALED 1/2"
DESIGN / 1/2„ \
1/2' \ \
:1/2-
1/2" 1"
-� -�---
1" n �. -
TYPICAL PANEL POINT SPLICE
1/2 1/2„ 1/ X
n
1f1/%YI 1,. 1/12"
TRULOX PLATE qs oo Nv �y
APPLIED OVER p aw • �� a
11 L 4T/ OTHER PLATES. 's i 0. 863 �~
4T p
1/2-1 2' v s , (�, � 1 1•
STATE OF • �, b
NOTES: (���'Q� �� TRULOX PLATING
A e
(n) IS THE REQUIRED NUMBER OF 0.120" X 1.375" NAILS. OR EQUAL, PER FACE f���v + d ,
Q LOCATES PLATE CORNER OR FLPER PLY AS SPECIFIED ON USH EDGEIGN REFERENCING THIS DETAIL.�+Ai
PIE ❑ LOCATES PLATE CENTER.
AN rrW COMPANY TL
11
5141 Earth\ City\ Expressway
V V Suite\ 242 PAGE 1 OF 1
1V Earth\ City,\ MC\ 63045 DATE 10/01/14
N
• Gable Stud Reinforcement 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
n- tan mnk xii—J zn .4 ISl M.— uc1,,L.+ D, +l,.ii,. [',,.,-I— A r- .._.. n — _
S
' 2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) ix4 'L' Brace x
(1) 2x4 'L' Brace *
(2) 2x4 'L' Brace xx
(1) 2x6 'L' Brace 3c
(2) 2x6 'L' Brace x
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
r
#1 #2
U
S P r
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
O
Standard
3' 8'
4' 11'
5131
6' 7'
7' 1'
8' 11'
9' 6'
10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
12' 4'
12' 9'
14' 0'
14' 0'
J
S P
#2
3' 10,
6' 7'
6' 10,
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12' 8'
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10' 11,
11' 8'
14' 0'
14' 0'
d
Stud
3' 9'
5' 3'
5' 7'
6' 11'
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' 11'
9' 8'
10' 4'
13' 1'
14' 0'
U
_
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S
#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' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10,
13' 9'
14' 0'
14' 0'
14' 0'
QJ
U
�I
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10,
12' 8'
13' 7'
14' 0'
14' 0'
\
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10, 8'
11111
14' 0'
14' 0'
14' 0'
14' 0'
/
S P
#2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13, 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' 5'
6' 10,
8' 6'
9' 1'
1 10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
QJ
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
1 10' 6'
10' 11'
13' 4
14' 0'
14' 0'
14' 0'
Standard
4' 2'
S' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10' 10'
11, 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
_
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' G.
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
l�
U
H
d
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
O
I I
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
5' 1'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
14' 0'
#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 P L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' V
13' 7' 1
14' 0'
14' 0'
14' 0'
Diagonal brace option,
vertical length may be
doubled when diagonal
brace Is used. Connect
diagonal brace for 600#
at each end. Max web
total length Is 14'.
Vertical length shown
In table above,
Connect diagonal at
midpoint of vertical web.
AN if W CO
115141 Eanh\ Cityl Expressway
11 Suite\ 242
\ 1 Earth\ City,\ MO\ 63045
About!
OT
18,
L
'L' Brace End
Zones, typ.
2x6 DF-L #2 or
better diagonal r
brae) single 8,
or double cut
(as shown) at L
upper end.
14�1 NN Refer to chart abo`tse
"WARNWClu READ AND FOLLOW ALL NOTES ON THIS DRAVIW I
"DPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS DCLUDD4 THE DUTALLERS .11
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and
,flow the latest edition of BCSI (BuRding Component Safety Infornatlon, by TPI and SBCA) for safety
�actices prior to performing these functions. Installers shall provide temporary bracing per BCSL
,less noted otherwise, top chord shall have properly attached structural sheathing and bottom chor
,all have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs
,all have bracing Installed per BCSI sections B3, B7 or B10, as applicable. Apply plates to each face
truss and position as shown above and on the Joint DetaRs, unless noted otherwise.
tFer to drawings 16OA-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc
ds drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
•tallation R bracing of trusses.
A seal on this drawng ar cover page Listing this drawing, kwAcates acceptance of professlonnl
4neering responsibility solely for the design shown The suitnblllty and use of this drawing
r any structure Is the respons6Oty of the Bulldog Designer per ANSI/TPI 1 See2.
For more Information see this Job's general notes page and these web s11&1W 7
ALPINE, www,alptneitw.comi TPB www.tpinst.orgi SBCA, www,sbcindustry.orgi ICO wwwJcdskf
WAf�fr�j
.,`/
Bracing Group Species and Grades)
Group At
S ruce-Pine-Fir Hen -Fir
#1 / #2 Standard tu #2 Sd
#3 Stud #3 Standard
Dou las Flr-Larch Southern Plnewwwl
#3 #3
Stud Stud
Standard Stnndnrd
Group Bt
Hem -Fir
#1 & Btr
#1
Do u ins Fir -Larch Southern Pinewwlwl
#1 #1
#2 #2
Ix4 Braces shall be SRB (Stress -Rated Board).
rlwFor 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).
Gable end supports load from 4' 0' cutlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with SOd (0.128'x3.0' min) nails.
)K For <1) 'L' brace, space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
)K)KFor <2) 'L' braces, space nails at 3' o.c.
in 18' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 80X of web
member length.
Gable Vertical Plate Sizes
1 _
Vertical Len th
No S lice
Less than 4' 0'
2X3
Greater than 4' 0', but
Less than 11' 6'
3X4
Greater than It' 6'
4X4
�
+ Refer tocommon truss design for
peak, splice,
ice, and heel plates.
w
l
Refer to the Building Designer for conditions
h
not addressed by this detail.
REF ASCE7-16-GABIG015
DATE 01/26/2018
/
DRWG A16015ENC160118
AX, TOT, LD, 60 PSF
YoonhwakKim,FLPE#86367 IMAX. SPACING 24,0-
NAIL 'SPACING DETAIL
MINIMUM SPACING FOR SINGLE BLOCK IS SHOWN, DOUBLE NAIL SPACINGS
AND STAGGER NAILING FOR TWO BLOCKS, GREATER SPACING MAY BE
REQUIRED TO AV❑ID SPLITTING,
BLOCK L❑CATI❑N, SIZE, LENGTH,GRADE AND TOTAL NUMBER AND'TYPE OF
NAILS ARE TO BE SPECIFIED ON SEALED DESIGN REFERENCING THIS DETAIL,
LOAD PERPENDICULAR TO GRAIN
A — EDGE DISTANCE AND SPACING BETWEEN STAGGERED ROWS
OF NAILS (6 NAIL DIAMETERS)
B — SPACING OF NAILS IN A ROW (12 NAIL DIAMETERS)
C — END DISTANCE (15 NAIL DIAMETERS)
LOAD PARALLEL TO GRAIN
A — EDGE DISTANCE (6 NAIL DIAMETERS)
C — SPACING OF NAILS IN A ROW AND END DISTANCE (15 NAIL
D — SPACING BETWEEN STAGGERED ROWS OF NAILS (7 1/2 NAIL
IF NAIL HOLES ARE PREB❑RED, SOME SPACING
MAY BE REDUCED BY THE AMOUNTS GIVEN
BELOW:
* SPACING MAY BE REDUCED BY 50X
WX SPACING MAY BE REDUCED BY 33%
DIRECTI❑N
OF LOAD AND
NAIL ROWS
Cj NAIL
LINE
A
aW*(l
BW
B/2)K
TRUSS
MEMBER
BLOCK LENGTH
LOAD APPLIED PERPENDICULAR TO GRAIN
C
C)K
DIAMETERS)
DIAMETERS)
C)K)K
NAIL
LINE
A D D D' A'
LOAD APPLIED PARALLEL T
wwVARNDIGIM READ AND FO.LIIV ALL NOTES GIN THIS WAVING P
w@PMTANTww FURN[SH THIS OKAYING TD ALL CONTRACTORS INCLUDING THE INSTALLERS. �
Trusses require extreme care In fabrlcating, handling, 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 bradng per BCSL
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom choi
shall have a properly attochetl r101d telling, Locations
shown far 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 an the Joint Details, unless noted otherwise.
P' Refer to drawings 16DA-Z for standard plate positions.
Alpine, a division of ITV Bulldtng Components Group Inc shall not be responsible for any deviation fro
tFJs drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN fTW COMPANY InsAtnseatoon this cdrag of trusses. Page listing this drawing, 4ukates acceptance of professlor of
drawing ar cover
11514\ Earth', City\ Expressway engineering responsibility solely for the design shown The suitability and use of this drawing
\ \ Suite\ 242 for any structure Is the responsibility of the Mdhg Designer per ANSI/TPI 1 Sec2
\ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these vweb sit
ALPINE, w.alpineltw.comT TPB www.tpinst.orgl SBCA, www.sbclndustry.orgl ICC, w.,sI L
MINIMUM NAIL SPACING DISTANCES
DISTANCES
NAIL TYPE
A
B)K
C)K)K
D
8d
BOX (0,1130X 2,5°,MIN)
3/4"
1
3/8'
1
3/4'
7/8'
10d
BOX (0,128'X 3,',MIN)
7/8'
1
5/8'
2"
1'
12d
BOX (0,128'X 3,25',MIN)
7/8"
1
5/8"
2"
1'
16d
BOX (0,135'X 3.5',MIN)
7/8"
1
5/8'
2
1/8"
1 1/8'
20d
BOX (0,148'X 4,',MIN)
1"
1
7/8'
2
1/4"
1 1/8'
8d
COMMON (0,131'X 2,5',MIN)
7/8'
1
5/8'
2"
1'
10d
COMMON (0,148'X 3,',MIN)
1'
1
7/8'
2
1/4"
1 1/8"
12d
COMMON (0,148'X 3,25',MIN)
1'
1
7/8'
2
1/4"
1 1/8'
16d
COMMON (0,162'X 3,5°,MIN)
1'
2'
2
1/2"
1 1/4'
GUN
(0.120'X 2.5',MIN)
3/4'
1
1/2'
1
7/8'
1'
GUN
(0,131'X 2,5',MIN)
7/8'
1
5/8'
2'
1'
GUN
(0,120"X 3,',MIN)
3/4"
1
1/2'
1
7/8"
1'
GUN
(0,131'X 3,',MIN)
7/8"
1
5/8'
2'
1'
�,1111111►iio��f
,4pN6wA� rl
No. 86367 a
STATE OF • �,��
rLl'�NA1-
�Q►k
Yoonhwak Kim, FL PE #86367
F NAIL SPACE
TE 10/01/14
WG CNNAILSP1014
'T
Reinfoi
Memr
Go
Tr
Gable Detail
For Let -in Verticals
Gable Truss Plate Sizes
ppropriate Alpine gable detall for
e sizes for vertical studs,
Engineered truss design for peak,
to, and heel plates.
vertical plates overlap, use a
,te that covers the total area of
Lapped plates to span the web,
„ 2*2X4
r2X8
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nallsi
10d Common <0,148'x 3.',min) Nalls at 4' o.c. plus
(4) nails in the top and bottom chords,
Toenalled Nalls-
10d Common (0,148'x3',min) Toenails at 4' o,c. plus
(4) toenails In the top and bottom chords.
This 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 Allyfopo
A11515ENC100118, A12015ENC100118, A14015ENC100118, §1 P
A18015ENC100118, A20015ENC100118, A20015ENDIOOII tP
A11530ENC100118, A12030ENC100118, A1403OENC1 �!'LLE� W�.oa
A18030ENC100118 A20030ENC100118 A2003 OEN�OLl� A.0 3 �bQ1EQ� a
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S18015ENC100118, S20015ENC100118, S20015E 110011% S 0 15P 1 8
S11530ENC100118, S12030ENC100118, S14030OC10008, SiktbE9 7 j
S18030ENC100118, S20030ENC100118, S20030aNDC. 1liB, S20030PED100118 6
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See appropriate Alpine gable detail for maxlml*m unrjelnforced"6 e"Lertical l$
gTATE OF
'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,
specie, and grade of the 'L' reinforcing member,
✓eb Length Increase w/ 'T' Brace
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30
2x6
20
Example
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o.c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7'= 11' 2'
OIL
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DPURTANTKE F MSH TTW DRAWNG TAND O °ALL �Te NOTES w UDING TIC INSTALLERS P"0,
Trusses requlre extreme care In fabricating, handling, shipping, Installing and bracing. Refer, to and
follow the latest edition of BCSI Bullding Component Safety Information, by TPI and SBCA) for 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 telling. Locations shown for permanent lateral restralnt 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.
Refer to drawings 160A-Z for standard plate positions.
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REF LET -IN VERT
DATE 01/02/2018
DRWG GBL• LETIN0118
AN ITW COMPANY
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any devlatlon from
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
Installation 6 bracing of trusses.
)AX, TOT, LD, 60 PSF
1 \ 514\ Earth1 Cil \ Expressway
y p y
\\Suite\242
A seal on this drawing or cover page Listing this drawing, Indcates acceptance of professional
erglneering responsiAlty solely for the design -how,. The =.rtabalty and ,ce of this drawing
for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sect.
DUR, FAC, ANY
\ \ Earth\ City,\ MO\ 63045
For mare Information see this Job's general notes page and these web
ALPINE www.alpineltw.coml TPI1 www.tptnst,orgl SBCAj www.sbclndustry.orgl IC Q www!
MAX, SPACING 24,0-
I VALLEY FRAMING & BRACING DETAIL '
R
BC
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-0"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 280 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 41-0" for 30 psf (TL) and 20 psf (TD) Max.
-e the crippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gored between rows.
7yp)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(••) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
316d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Crionle to ourlin
3 16d toe -mile
ln. , RC4,mco Ir JLCCYCK, AKt- UJtD) 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"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of c2ple with 10d 50.128"x3.0") nails at 6" of, "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.
..:Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples If cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing in accordance to current NDS requirementpM+f
Nails are common wire nails unless noted otherwise. H.
'
(A)
(B) �' )
esVARNDp�u acAB Alm tT11aV ALL NeiES w THIS MAWIM
•s@f9tTNRo FllkMSH THIS IIRAVIKi TO ALL Lg(IRACTIRS Dcum4c Inc INSTALLERS,
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30 40 54
REF VALLEY FRAMING
Trusses requb-e extr care In febricathg, h—fift, shlppbrg, InS+AtLk p arW brodrg Refer to:ar�
foltor the latest edition of SCSI ®Wldkrg Cc"ponent Safety Informtlon, by Trt and SBCA) for cn sn '
practices prior to performk4 these fwctlons. Installers shalt temporary DracMp B
; :
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$C DL 10
20 7 7
DATE 10/O1/14
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provide per
lksess mated other•lse, top chord shalt have properly attached struct—I sheathing nrd bottonoAlprd
shalt have a property attached = celk o. Locations shorn far perronent lateral reitraht of iiebs
shall have brackp hstatled per BCSI section B3, ➢7 or B10, as apWkxhle. llppty to oath fire
; STATE OF ^
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DRWG VACNV3801015
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plates
of tryss ord posFtlan as chasm above and on the Jdnt Detnls, vdess noted otherstse.
Refer to drmdrhps 16GA-Z for standard plate posttfons.
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/1N rTWCDMA�NY
Alpine, o dMslon of Iry &Adng Comporre U G-9 Inc shae not be responsble for aW devhtiorr f''
iris draekg any Folwe to bWld the truss In conformance with ANSI/TPI 1, or for hwxbV, shtppkg
khstatlation t bracing
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TOT. LD.30
50 47 61
of trusses,
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DUR. FAC. 1.25/1.15
13369 Lakefront Drive
Earth City, M063046
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For rhor( hformatlon sat this Jobs general "ales page a •ems feorp
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'7 a0111
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SPACING SEE ABOVE