HomeMy WebLinkAboutTruss Engineering Package21'-4" 4'-4" le 14'-0"
39'-8"
Total Truss Quantity = 57
TM 1S A TR= PLACOWn FL" rn Df EN= M AID IN THE VWA n[N W M=E& FIIGV(EE7iFS MW pMAVMS AM AmDTFLHERAIS a+ � TFQS DQ.1Dp(r.
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REFER 70 EN
PACK FOR
CONNECRON.
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I TYPICAL 717'J. SETBA
CORNERSET LABEL
AND SPACING
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Reviewed for Code
Compliance
Universal Engineering
Sciences
General Notes
1) M pmM Chard bwo% Ild tr,mm anti fkt'-
1*m hm th tw d-d pmV* paMW I—
to be kmb3W 7— " up.
2) M baigiiira to be 9mpem FA146 udm olhEtalYa
Mimi
3) M Gam spad g Ta 24' O.C. if I oU,
Wild.
4) Rr 7— Plate YubtttA 13=41 m...*Um
,- .. X-bmeq daN be placid at a
madmen w0clg 15' Mm ataam the qwi, to
ba mpmtad at a —turn d 21' In- atd,
X-0tva 1M YhuchYa
Re® otfar b 9.1w, for afq adedond h=N
detak
ROOF LOADING SCHEDULE
TCLL = 20 PSF
BCLL = 0 PSF
BCDL = 10 PSF
TOTAL = 87 PSF
DURATION = 1.25 %
WIND SPD/TYPE= 160
ENCLOSED
BLDG EXPOSURE - C
USAGE- RESIDENTIAL CAT 11
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FBC 2020
TPI 2014
Truss member desip ,Y connector plates
are delimed forASCE 7-16 and maximum
forces Crom both components and cladding;
and main wind force resisnng systems.
�TM1CSC fNasC�bnYe beCRnwie dw g., an
nJditional ]UA psfnon<o ,nrcnt bonom chd live
load.
FLOOR LOADING SCHEDULE
TCLL = PSF
TCDL = PSF
BCDL ce PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS AND UPLWIS
ARE SHOW ON ENGINE=G
01 PALL KEY
08'-8"
® 0
DESCRIPTION INrr. DATE
a s m fee .m ara rnvll
rm a:r s�V,w Iel/ vm Ittr aAVl1
R CT C RMII 7M[i
R 0T lC Iaa IeV Va0 Itlr 7~t1
LO IEIf } 1
Ills LO ter aA/O
R LO 1W "A"
a ttH7 nmRIm>•la Yrra M UJIM
fa M1G0 1R.K YiFIIDi lA[R �
LOAD/ DESCRIPTION INTr. DATE
m LC$ fes versa
w cv. ry A®Mrao ATx e/tanY
■r oAa ns<ftsr IER 7a m
m LrA m, tvum
CARPENTER
CONTRACTORS
OF AMERICA
3900 AVENLE G. N. W.
WINTER HAVEN FL132IIIA 33880
PHONE, 1800) 959-13806
FAX, C863) 294-2488
BUILDER D.R. HORTON STATEWIDE
PROJECTCREEK9IDS ---
MODEL 1828/CA1L/4EBB i
CCA PROJ/MODEL/ALT
7A6/ 320/182EC,E
ALT DESC
OTC 3327 HOhTrvMO DR /
LOT 6 r BLOCK
DESIGNER
PAGE
RFS
1
3 30 17
64498L I
1 4 "=1'
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PALK AGE
[!�R�q�TON /STATEWIDE
7A5/320 CREEKSIDE
182EC,E
Lot: E___
6--�
Address:
.........._......._..._._....................................................................................................
JobNumber: N334496
Block: �.�� Unit:
Revision Date: New Load #:
Reviewed for Code Compliance CARPENTER CONTRACTORS OF AMERICA, INC
bu
Universal Engineering Sciences 3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-7934
N
a
eta_
IR101
r
v
Wirch 13,20.19 ANPWCOMPAW
�0�
Mr. Bob, Michaelis
Qarpe'ht6r.'C6.htrAct6i's6f- America,: Inc.
-MO Avenue G., Northwest
Winter HafVen,,:FIL 33880-6201
Re: Alternative installations -for a single ply carried truss with a width less tharl the hanger width, and
Wood..bpckngtQ�p-qI achieve full design load'valuu, fCirface-rnbuht(�.d.'hanger '.attadhi-6.6nt"on,--a-on. epy
i
Supporting girder (RW6f6n'd& Mall WA3M2);-.
Dear Bob,
For a single Ply carried fuss with a. width le'§s than the hanger. "width you can .install '.P. prefabricated jack
sbabfruss: for wood.filler b]6ckihgi. The chord: sites;.O ord.,gradie S, and . -Alpirib:'06*iih'b;�tbr.pli�tci(s) to
be the'. same at the single PI,
.carried truss. The prefabricated .i"a'cki�s'ca'b*truss .(*):will have a.minimuM
Y
length of 48 it6h.:of 51-12, The single ply. carriodtruss
and will have a minimum p. shall havo.af reaction of
le ab,truss. with. -two. �2)'toWs�'of'_0.1'28"Aff` _'G'Un Nails 21
3,500# or 8s. Attach prefabricate Jack:�sc at
O�0. . perrow, re -staoge d -1 ":(See'FigUt6 VJJL&116w0. P16ase'-.e&&'rJ6 the'.Simp
201.9-1. ppqp 216.Figpre:3.*for more Information,
Fora. ''0 single pl" ,gif& r' that requires woo to,achiOve.�'Ul design load Value for face -mounted
y . e
the backface of.'the 6-ingle ply girdersame the: sae site and
,=attach one wood- block (')..to.1tI`
the bottom.- chord. of thesingle. ply girder. The .-wood oblock length to be such that.thewbdd
blocking -extends to eachadj6dent" pahe . I points (Webs .;And bottom. chord intersections)::Attach I wood
Gun Nails per .row,.staggered: 3.0"applied W the
6750'Forum 'Delve Suite 305, br.landp.. FL 3282-! 6..3 22-78685
-www,a1p1neitw.,com
ALPI-NE
single plygirderfbce; with an additional (20) 0, 1-28"x3,O'!'Qun ".Nails at each: panei ppijinif applied
wood.bIo6k.fab (See rig&62 below). !?lease refer to tHO.:Simpson Strong -Tie 6Wlog 6-6, 0.1-9''
-page 216,. Figure.-1'for more l irftfmation.
......... ..... . .. ....... .. ... ......... ... .. ... . .............
The applldatiofi of pr6fabriicaited J'a c*k* sc6b. truss for Wood fille'r blocking :or wood.blocking to: achieve MI.
design load value for face=mo.unt6cl hangers must be :approved by the hardware mpnufaciu'rer_.,
Ali edge -and end: disiarices, and spacing * for . cill nail connettibrit'mUst be sufficient to prevent-tplittirig of
'Wood.
If I can. be. of anyfurther assistance: or if you 'have any i q uestio.ns j please -give -me a call-
-31
-140..7018.61
STATE
Williabi H. krickzP.E..
Ghief Engineer
AIOpe-an MN.Company-
En - 'gin �eering,pepa[ merit
Orlando, FL
6750761r'Um' - Drive -Suite 305', .3282.1 - (800)-.521-.9790 - (863) 422- - 8685
,ww PM
ALPINE
MITWCOMMMY
April 26;':2019'
Mr. Bob Michaelis
Carpeilter Contractors of Amerid;Et, Inc.
39(3.0 Avenue'Q; Nortowpst
Wintet Hbv6n, FL 33880-6201:
Dea.r. Bob,.
R6- Stroinobadk bridging: on tbbf trugses-
I understand -there is some concern over our recommendations f6r strofidb;kk bridging on ib oftrus'ses,
Sirprigback bridging for roof trusses is not.a.-re.quirement of:ANSkTpl 2014 norls it a requirementofthe
Building ,Corriponeint -Safety, Information .(SCSI),. But strongback bridging, on roo
f trusses is
recommendect PentC0fifedbtdrt of Ambrjda: -Str ngoobk bridging sebe:JQ1 Qwi gjWq function.s;*
- One, bridging aligns the bottom - chords -.pftpr they: are. set :so they are uniform. along the ceilihq
line and he-1:ps, wi
TWoj bridging deflection of. adjacent -ttUssds:,
..g reduces: e6lativd defied
StrPngba.ck bridg'ing".-doe"s: fiot.-pr6Vent.pr reduce -overall indiVidual deflection, espe6ially any to6ftfus969,
.. .. .. ....... ........ .dEfi6qtLng Mq� Than
n 1/4! .in.ch.
.. ..... ...... _ ......... . .. . ....
Si trusses d not serve a' teftt�b ky..`r permanent. land is not
rongoaqk- bridging in roof.. does n.. rve s ra o an
I : .. - .share,
design
intended td.digtribUtle,ot shttte design loads- between trusses. Consequently,. -no desigh loads
-been accounted for With this.detail and (�ohtihUbLis-Strcirigback.bHdgiho should'hotbd.attaicihed between
b cof . rnon And g. irder trusses.. The. use :of strongback I bridging � shall not. `interfere with other, design
considerations as specified . by the Ehgk!6br'd.f Record
ecolrd or the Building Designer.
The Outer ends oithe ,stroogbac'k.bridging shall be, attached. to a wall or aripthorsecure end.rpstro . int. -of
a.s..sppcified'.Oythe Engineer :6fRecord dr.th Building..136sibn6r.
Sfronigb'ack- bridging . shall be a. rriinimUrn of 2X6 .nominal IUmber oriented "Aifth the depth
w kh - co 1. - n 0 Oth vortical.. Attach
) (3) 1'6d nails :(PABZ�x&-51 nqlls� at. each intersecting thernb&. When extending the-
:strdngbadk bridging overlap by at. a.minim m -p!f.two trusses. Thelocatiop. of.. jhe. §trQngback: bridging'.
, e ease' 6r to maybe specified:by Ah -Truss Maniuffadturer-,. E-h&e&r* 6f Redord, or Building Designer: '131 f '--.to
b6§1 ""St-rang*b,ack4ing3''P.rovisions' or tio..A.I 8TRORJORT014 detail for more. information.
..., The. graphic
gh?Wh (RdUre_A) is f6rgehoirid jIloWAVve'pjUrpOse only.
67.80 Forum Drive:S . uite 305, Orlando, FL 3282T - (800) 521*_0790� (8631.422-8685
ALPINE,
AG�
Figure.j.
'If I. -can. bb of any futthbr;jssiistand6 orl you have .any questions; please; give. Frie a call.
WillWil. H.,Knck 02P.
Chief 'En ' gtqeer
Alp.lne an ITW:.Co.mpanv
EngineeriRg'DOOAttirnefit
-Oddindo-, FL-32821.
6750 Forum Drive Sbite..-366, Orlando; 'FL 32821 , (800). 521'-9.790* - (8153)422-m8685
STRON .. HACK :1 . R I IDGI NG RECOMMENDATIONS
BUTT STRONGBACK;
--AIL sca]67-.on blocks shall, b.e::(x-. minimum,
*
BRIDGING TOGETHEREA
'stress graded :lumber::'
mo.-All, str-ongback bridging .and bracing shall ,be :a.
2x6 'stress` gr�.ded -bL minimum lum
of strondbar,k bridging Is. t, o.
ATTACH SCAB WITH 10c(:BDX4GUN
develop load sharing shdrfng 4etwe?n` lnzll� JUat trusses,
v!
:4 -0' Zi6. (UPR.'x3-V). )AILS'MRVS�-AT*
. ... . .. ..?
D.C.
- su
'Mno In -6:n :b�'6rqt.k jh&&w�e In, . -th�?
;S!
CAB'
N13TEi IN LIEU SPLICING AS'SNUVN,
stifPnersr -'--the- floor. system -2x6,
.:of
LAP-STRDNGBACK RIDGING MEMBERS-
FOR: LEAST ONE -TRUMSPACING
strop back bi�ldglng, pd-M..-flohed. i6s. In
STREINGRACK'SRIDGING: 'SPLICE DETAIL E
details, Is recommended at 10'
.ND.TEi Details J. and R.-arl.e -the ;p1?pfgrrebi dtto..ctbmen'-t me-thbols.
tgrms: 'b'riabirid! are- some -times
.,,A,T,T�,CH -.ST40NOBACK 7 13
Mistakenly �usecl'-Interchange�ably..- `Mr.q6Ihg`- Is. ..an
1Qd- COMHM
:(0S48fk3')- NAILS 'OR C3)
important :structur,�al k�ecqprieht- of .any - floor
uir
-(4).10a:BOX/GUN
Or roofsystem,Refer to - the: Truss. DesIgh
Mx3.0'X. NAILS
O.
Drawing (T 'L 'u Y PD) fors the: r-,q v6p.1 nts for
each IhdIVIcIQ4t truss component. 'Brld*gl
00
particd(ar�ly 'strongbqtk:'*IbrIcIgIn g, s
.
rec6mmencIatJOh for bi truss system to. help
contrl.ol.. IvIbrailon. In: addition. to :aIdirig. In the:
dlstrlbL�tlan of point' lbads I*t* e_0-6 t,.nt jxdjQCL .
serves� -t6 reduceuss, -stro,19100.:�k � bridging, truss,
STRONGBACk BRIDGING ATTACHMENT ALTERNATIVES
AN MCOMMNY
ipbriWive
fal&s.MOBM3-
or
K)OUhae. Or al vibra resulting, P..roTq
t.on re., g:sJu
moving point qt.nt footsteps:
The. performance of 'oJL floor ystems are
enh4nced-by the, Int;tallqt(bo P�i strbhqida.cl�-
br-IdgIng qhd therefori�:Is. strongly
ngly recommended
nded
by Alpine,
For additional In f drMO:t Ibri rebqrcllng strongbp.
I?Hdoing, refer to acsf (B61I.cling Component
Safety'Information).
.2 . -Wl .
-N XTV LC PSF REF -ST.F -1 N6. M.61 T e! -D -L ?SF DATE, 16A
L PSF I)RWG jSTR
r L PS
A: .wF:.;'
EL .F.ETA .
D. PSF
PAC..
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• : -•;ems,
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Viva vipl1L%
i^EE'EE4i'�b'f4','.L'�"t'�b"�i`.:`�:`::�.'.�1� ,Rl�.�.�..•.��1 ���•....
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Cracked or Broken
This drawing specifies repairs for a truss with broken chord
or web member.
This design Is valld only for single ply trusses with 2x4 or
2x6 broken members. No more than one break per chord panel
and no more than two breaks per truss are allowed,
Contact the truss manufacturer for any repairs that do not P
comply with this detall, g
(B) = Damaged area, 12, max length of damaged section
(L) = Minimum nalLing distance on each side of damaged area (B)
(S) = Two 2x4 or two 2x6 side members, same size, grade, and
species as damaged member. Apply one scab per face.
Minimum side member lengths) _ (2)(L) + (B)
Scab member length (S) must be within the broken panel,
Nall Into 2x4 members using two (2) rows at 4' o,c., rows Staggered,
Nall Into 2x6 members using three (3) rows at 41 o,c„ rows staggered,
Nall using 10d box or gun nails (0,12810', min) Into each side member,
The maximum permitted lumber grade for -use with this
detail Is limited to Visual grade 41 and MSR grade 1650f.
This repair detail may be used for broken connector plate at
mid -panel splices.
This repair detail mny not be used for damaged chord or web
sections occurring within the connector plate area.
Broken chord may not support any -tie-in loads,
s
L L
4' a.c
�Typicai ~
+ 0 + o + o' + 0
0 + 0 + 0 + 0 +
St21
agger
Back Face 10d Box (0,128' x 31, min) Nallsl
o = Front Face 2x6 Member - Double
Row Staggered
Nail Spacing Detail
raVARNINOINK READ AND rmviv ALL MET ON
wKWI tTANTo FURNISH THIS DRAVDIO TU ALL CoURMURS
piroetk.
ess r
shill ha
"It ha
Q� Retr
hrut
AN ITW 00MPANY M ¢IIAlpha.
Magri
A Aral
IV
taaepLakehonlDdve for n
Wh oky, MO D3045
Member-: Repair Detall
Load Duration = 0%
Member forces may be Increased for Duration of Load
Maximum Member Axial Force .
Memberi
Size
L
SPF-C
HF
DF-L
SYP
Web Only '
2x4
12,
620#
635#
730#
800#
Web Only '
2x4
18,
975#
1055#
1295#
1415#
Web or Chord
2x4
24
975#
10554t
1495#
1745#
Web or C6rd
2x6
1465#
1585#
2245#
2620#
Web or Chord
2x4
30,
1910#
19600
2315#
2555#
Web. or Chord
2x6
22304
2365#
3125#
3575#
Web or Chord
2x4
36,
2470#
2530#
2930#
3210#
Web or Chord
2x6
3535#
3635#
4295#
4745#
Web or Chord
2x4
42
2975#
3045#
3505#
3835#
Web or Chord
2x6
43954
4500#
5225#
5725#
Web or Chord
2x4
48
3460#
3540#
4070#
4445#
Web or Chord
2x6
5165#
5280#
6095#
6660#
I Minimum I L
L Distance
INSTALLERS,
,Una Refer to and I
id SICA) far safety
br•eHe do 7CSL
ILA Components Oreup Inc, shah net be respenslble for ¢ devla}bn Iran
is bull�'the Arusi to Con/ormonCr alth ANSI/TPI 1, ¢r for handd shIPDllp,
trusses.
,ably re �0,00ee Id4iti�yn IWS shasM1pThe ka rotes aciepiance of R 'esrlon•I
he ty and use of VHS r¢vft
rsspansUft of ihr DJRMp )*War per ANI',"R I Sect.
*a tlnn :ev thle Aah'r —naral notes ¢toe Gild these seb sltrAl
Hlnhun
L Dbctnncr
REF MEMBER REPAIR
DATE 10/01/14
DRWG REPCHRD1014
r
24X' MAX
X,W' 4 ��04�v -!Vu. %!�4 Pat] tum)
AWR
14D MamtA�4
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lef-43A'aVfd*U'UR'Ancls-.PSPJI'Pn'
je an asqtun-1
M I . .
(m)
a NVOS
Simpson Strong -Tell Wood Construction Connectors im:S�IMPSON
• •R''
...................... ..................................................... ---...:.................................... ...... ........... ........................ ................... --........... ............................................................................... .............. .................................... ....................................... ................. .................. _ ..............................
..
These products are available with additional corrosion protection. For more information, see p.15. Codes: See p.12 for Code Reference Key Chart.
N
L
V.
IUS2.56/16
C
21/z x 16
MIU2.56/16
p
U314
V
HU316/HUC316
L
MIU2.56%18
2'Iz x 18
HU316 LHUC316
J
J
21h x 20
MIU2.56/20
211zX22
a
+�
w
to 26
Mlu2.5612a
•o
29/16 x 91/4
CL
C
to 26
'MIU312/9' �
C)
MIU3.12/11
3 x 117/a
HU212 2 / HUC212 2
-.- - - :--� -..
2
1.,_ z
HHUS46
31/2 x 51/4 HGUS46
Im
IUS3.56/9.5
MIU3.56/9
U410
HUS410
ED HHUS410
31/2x 91/z HU410/HUC410
HUG0410-SDS
HGUS410
LGU3.63-SDS
MGU3.63-SDS
FM
Min.
(14) 0.148 x 3
-
70
1,660
1,805 1,805 1,425
' 555
1,555
- 26/s
16
2
Max.
(16) 0.148 x 3
-
70
1,805
1,805 1,805 1,555
' 555
1,55_5
- 29/,6
157/16
21/z
-
(24) 0.162 x 31/2
(2) 0.148 x 11/z
230
3,455
3,920 4,045 2,970
3,370
3,480
✓ 29/,6
101/z
2
-
(16) 0.162 x 31/z"
(6) 0.148 x 11/2'
970
1,945
2,205 2,375 1,675
1,895
2,045
✓ 29/16
141/a
21/2
-
(20) 0.162 x 31/2
(8) 0.148 x 11/2
1,515
2,975
3,360 3,610 2,565
2,895
3110
IBL
j 2916
, 17W
2112
: r=.
t26).0';162 x 3'h '
(2),0.148 x 111
230
3 7A5"
`4; 045 , 4 045 3',220
$ "3;484
3,480,
LA
• I - 129/16I 197,6 121/2 I - I (28) 0.162 x 3'/z I (2) 0.148 x 1'/z j 230 1 4,030 1 4,060 1 4,060 1 3,465 1 3,495 1 3,495
29/16" wide joists use the same hangers as 21h" wide joists and have the same bads.
,i'3
e1�iuuv, IBC,
• 31/a 111/a 21/2 - (20) 0.162 x 3Ys (2) 0.148 x 11/2 230 2,880 3,135 3,13512,475 2,695.'2,695 FL,
a '✓'" 3'/s'i` "I"09/6 2'/i Max. (22)0.162x3'/i' "(10)'0.148ita-- 1;7z?5 3;275 3,695I3;970 2,820 3,180 3,425 ;LA. _ ....
FL
IBC,
FL
•
- 3% 5%
3
1 -
1 (14) 0.162 x 31/z
(6) 0.162 x 3'/z
1,320
2,785 3,155 13,405 2,395
2,715 12,930
•
- 3% 41N
4
-
(20) 0.162 x 31/2
(8) 0.162 x 31/2
2,155
4,360 4,885 5,230 3,750
4,200 4,500
• •
346 61�j
2
(6)"0162k 3'/z "�:;
(6) 0.162 x3Tlz ""`-
t ,�?C
l;$95 1;815"
1,5551;680,
• •
; ' 3s1s $ " 7,h
3
{22)f7 62 x 3'/z ;
(8j 0.162.x 3?h;.
r
4;210 4 770} 5140" 3615
095, 4,415`
• •
4 " 31e-, ." 7116
4
"x3'la
(12) 4,1"62x 3'hs'.
3,235
,7960; "7,4607,460 6415_6
415 6 415j
• - 35/a 9'/z
2
-
(10) 0.148 x 3
-
7!;
1,185 1,345 1,455 1,020
1,160 1,250
p
• •
• - 39/6 813/16
21/z
-
(16) 0.162 x 31h
(2) 0.148 x 11/2
210
2,305 2,615 2,820 1,980
2,245 2,425
u
•
✓ 39A6 83/a
2
-
(14) 0.162 x 31/z
(6) 0.148 x 3
970
2,015 2,285 2,465 1,735
i 1,965 2,120
z
•
- 39/6 815/,6
2
-
(8) 0.162 x 3'/z
(8) 0.162 x 3Yz
2,990
2,125 2,420 2,615 1,820
1 2,070 2,240
)r
r
• •
- 35/a 9
3
-
(30) 0.162 x 3'/2
(10) 0.162 x 31/z
3,565
5,635 6,380 6,445 4,845
5,48615,545
Z
• •
• ✓ 39/6 86/e
21/z
-
(36) 0.162 x 31h
(12) 0.162 x 31h
3,235
7,460 7,460 7,460 6,415
6,415 16,415
a
•
- 39/6 9
3
-
(12)114" x 21/z" SDS
(6)1/4" x 21/2" SDS
2,265
4,500 4,500 4:5ti0 3,240
3,240 3,240
• •
- 35/e 91'A,
4
-
(46) 0.162 x 31/z
(16) 0.162 x 31/z
4,095
9,100 9,100- 9,100 7,825
7,825 7,825
IBC,
F?
•
- 3% ( 8 to 30
41/2
-
(16)1/a" x 21/z" SDS
(12)1/4" x 21/z" SDS
5,555
6,720 6,720 6,720 4,840
4,840 4,840
LA
O
• •
- 35/s 91/4 to 30
41/2
-
(24)1/4" x 21/2" SDS
(16)114" x 21/2" SDS
7,260
9,450 9,450 19,45016,805
6,805 6,805
N
62}0.148`'x'3-
-
.;
11420 1615?," 1,74a'1,220!1•;8901,985
ci
o
y46 See footnotes on p.150.
Simpson Strong -Tie° Wood Construction Connectors
SIMPSON
a
77
Adjustable Truss Hangers
�v�@�ERFO
W
This product is preferable to similar connectors because
of (a) easier installation, (b) higher loads, (c) lower installed
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustability and top -flange hanger convenience. THA
hangers can be installed as top -flange or face -mount hangers.
THA4x and THA2x-2 models feature a dense nail pattern in the
straps, which provides more installation options and allows for
easy top -flange installation.
Material: See table
Finish: Galvanized. Some products available in ZMAX® coating.
See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
The following installation methods may be used:
• Top -Flange Installation —, The straps must be field.formed
over the header'— see table for minimum top -flange requirements.
Install,top and face nails according to the table: Top nails shall
not be within 1/4" from the edge of the top -flange members. For
-1howTFIA29 nails -used for joist attachment-mus+be-drivanvat-an-
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
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min:) installation option accommodates
conditions where the supported member hangs either partially or
entirely below the. header..
• Face -Mount (Max.) Installation — Install face nails according to
the table. Not all nail holes in the straps will be filled except for the
following models: THA29, THA213,-THA218 and THA413..For all
other models with more nail holes than required, the straps may be
installed straight or wrapped over the header, with the tabulated
..quantity of face nails installed into the face and top of the header.
The lowest four face holes must be filled. Nails used for the joist
attachment must be driven at an angle so that they penetrate
through the corner of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads
options:
• THA hangers available with the header flanges turned in for
3W (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
for
,422 .
for
422-2
426-2
THAC422
M typical
21/i' for THA422-2
and THA426-2
THA418
Double 4x2-
Use full table value
Single 4x2-�
Face nails Top nails See
per table, pertabie nailertable
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of headf
® e
Double-ShearDouble NailingDome Double -Shear
Shear Side View; Nailing Side View
Nailing IDo not (Available on
Top View bend tabs some models)
,,
Ne
Ej
r., a C
hw: 1
2;5
THA29
2 face nails
(total)
THA44 Face -Mount
(Min.) Installation
ryNra.ar r "n v
Top Flange Installation
4 top nails
_ (total)
er to
tnote 5
p.187
86
z
z
a
2
0
U
W
z
z
0
U)
z
0
rn
0
N
rn
0
N
U
U
Simpson.. -Wood Construction Connectors
THA/THAC
Adjustable Truss Hangers (cont.)
ID These products are available with additional corrosion protection. For more information, see p.15.
L-1
0
SIMPSON
1"'- (2)0.148x3 (6)0.148x3 (4)0.148x3 525 1,750 1,750 1,750 450 1,330 1,330 1,330
THA29 18 15/s 9'tis 5Ye
234s 1 - 1 (4)0.148x3 1 (6)0.148x3 (4)0.148x3 525 2,610 2,610 2,610, 450 1,985 1,985 1,985
THA218
18
1 s/e
173/is
5'/z
1 2
1 (4) 0148 x 3
(2)0.148x3
(4) 0.148 x 1'/z
1 4Sv
1:4601
1,460
1,110
1 .10
1,110
IFL,
'616
{2} 0162,x 3'!z
-(6} 0.14$ x 3,
°,
1 0
19 i
1 �11
4 It
l alb
1 a1o`; '
.THA222-2
16
3'/a
22�Ys
8
2
-
(4) 0.162 x 31h
(2) 0.162 x 3Yz
(6) 0.148 x 3
-
1,960
14995
1,995
-
1,490
1,515
1;515
LA
TfiA413
_1$
Ne `.131A
4'/z
2
-
7777777777777
(4) q; , $*- ;,
': {2) 0148'x 3
(4);0.148 x 3
1 3
1 ��
- 1 o3C1
1,16 ;
%I65
.1',165 .`.
THA418
16
3%
17"/z
7%
2
-
(4) 0.162 x 3'/z
(2) 0.162 x 3Yz
(6) 0.148 x 3
-
1,960
1:995
1,995
-
1,490
1,515
1;515
THA422 ,
I
3s/a
=22
Tla.;
..
2
-
(4) b.162x 3'h
(2} 0.1fi2 'h
_ ..
(6) 0:748 x
�.
1
m...
_<
THA426
14
3s/a
26
77/a
2
-
(4) 0.162 x 3'h
(4) 0.162 x 3Yz
(6) 0.162 x 3'/z
-
2,435
2,435
2,435
-
2,095
2,095
2,095
FL
THA29
18
1 %
9"A66
5%
1
91M6
I
(16)0.148x3
, (4)0.148x3
525
12,265
2,2651
2,265
450
1 1950
11950
1950
fool",
i'8
grlsls
13s
5Yz''
13%ts
(14} 0 �48 x 3;
(4) 0,148 x 3'
"a a,4`„40
450
�"
, `ilia
201(%;
< 2106. ^^
THA218
18
1 s/a
173AG
5 //z
-
173/is
-
(18)0.148x3
(4)(3.1480
855
2,450
2,450
2,450
735
2105
2105
2105
THA218 2
16
3Ya
17"s
8 •_
N14Yis
(22} 0162 x 3Yz
3. ,
(6) 0.162x 3'h
1„855
3, 1 i
310
. 3 ' ?.:
1595
? S
2,84
? +P_45
IBC,
FL,
THA222-2
16
3'/a
22�s
8
-
14"/s
-
(22) 0.162 x 3'/z
(6) 0.162 x 3'/z
1,855
3,310
3.310
3,310
1,595
2;845
2,845
2,845
LA
TI1A413
f8
3s/a
1334s
(14} 0148 x 3
u(4) 0,748 x 3 ,
°`at
04c
2; 40
G 4a0
73'
12:845
THA418
16
35/a
17"/z
7'/a
-
14"tis
-
(22) 0.162 x 3"/z
(6) 0.162 x 3"/z
1,855
3,310
3,310
3,310
1595
2,845
1 2,845
THA426 114 1 3s/a 1 26 1 77/a 1 - 1 16"/s 1 - 1(30) 0.162 x 3Yz1(6) 0.162 x 3'/z1 1,855 1 4,415 1 4,480 1 4,480 1 1,595 1 3,795 1 3,855 1 3,855
THA426-2 1 14 1 7Y4 26'/s 93/4 - 18 1 (38) b.162 x 3"/z (6) 0.162 x 3'/z 1,855 5,520 5,520 5,520 1,595 4,745 4,745 4,745
1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated loads for the THA29 with 1'h" min.
top flange are based on a single 2x carrying member; all other top -flange installation loads are based on a minimum 2-pfy 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation loads are based on a two -pry 2x carrying member minimum. For single 2x carrying members, use 0.148" x 1'h" 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 Joist) member. Based on the installation condition, nails will be installed
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
FL
Simpson Strong -Tie® Wood Construction Connectors
0
z
z
a
2
0
U
w
0
z
0
c
co
z
0
m
0
C .
O
N
U
ti
Face -Mount Joist Hangers
G`��ERFp
W
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
installed cost, or a combination of these features.
The double -shear hanger series, ranging from the light -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
innovative double -shear nailing that distributes the load through
hN0 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 applications, the MUS offers a lower -cost
alternative and easier installation than the HUS or THA hangers,
while providing greater load capacity and bearing than the LUS.
Material: See tables on pp. 194-195
Finish: Galvanized. Some products available in stainless steel
or ZMAX® coating. See Corrosion Information, pp.13-15.
Installation:
• Use all specified fasteners; see General Notes.
• Nails must be driven at an angle through the joist or truss
into the header to achieve the table loads.
• Not desighedlor w'efded or nailer applications.._._ -"-
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes:'See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
Do not bend tab
5p9.
Dome Double -Shear
Nailing Side View
(Available on
some models)
1' for 2x's
1'ti6' for 4x's
� � N
e�
�W B
LUS28
HHUS210-2
MUS28
HUS210
(HUS26, HUS28,
and HHUS similar)
EVA HGUS28-2
RJF
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
Simpson Strong-TieO Wood Construction Connectors
Face -Mount Joist Hangers (cont.)
Model
No
M1m;
Heels; Ga a
Helght
Dlmensions(in`.)
Fasteners
W
H
6
Member
Member .
Single 2x Sizes
LUS24
LUS26 °
, 4 =
18s'.
I 13'1c
.=31/a°
x3
19/ic`
"43/a,_
'1 a
{4}D14$x�3"=
4;(4)01"48X3,';
MUS26
411Ae
18
19/ie
53Ai6
2
(6) 0.148 x 3
(6) 0.148 x 3
HUS26
45A6
16
15/s
53/e
3
(14) 0.162 x 31/2
(6) 0.162 x 31/2
HGUS26
( "48/a,'.•
12
.
151e
. _53%
j 5"
..(20) 0.762,x 31/2
'(8)"0,162 x.31h -
LUS28,-"
-." 4�ib,18hs>,r-,6VB
"VYCa
'"-(6)0148.x,3`,
(40.148x3
MUS28
65A6
18
11/5
61OAs
2
(8) 0.148 x 3
(8) 0.148 x 3
HUS28
61/2
16
15/a
7
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
HGUS28
69/ie
12
15/e
71/e
5
(36) 0.162 x 31/2
(12) 0.162 x31/2
LUS210 -
4g7,1
e -
�°?a("
1"a"($)Q.148.x3
HUS210;
i s/a
x 31h
HGUS2IQ
89hs ,
a 12 ,w`l
.15/a'-1/9'
�- 5(46}�Q
i62,x31h�
:(i6) 0.762x3'%z'-
0 1. See table below for allowable loads.
W
fn
H
'a
Q
M
a
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
t with Strong-DriveO SD Connector screws.
See pp. 335-337 for more information.
DF Allowable Loads _
` SP Allowabte'Loads
-n
�y'. SPF/HF Allowable Loads
Code
Model
Upllfty
160}
�...,:
Floor
Snow'
(1
Roof
125
Wind ,
(6
;Uplifts
0
Floor
1
. Snow
Roof
125a
Wmd
(10}
Uplifts
=,1)
Floor
(100)
Snow
(115)`
Roof:
(1250
Vliind
Ref. `
- Sin le 2x Sizes '
435: _
670
" _
$0'
.1045
;
35 "
,725",
.:5
890
12:
-LUS24a 05'
LUS26
1,165
865
990
1,070
1,355
1,165
935
1,070
1,150
1,475
865
635
725
785
1,000
IBC, FL,
MUS26, ,
9:; ), „
1,295
�...
14$0 '
.._
1,560 `;:1,560
93€� ,:
"'1;405,
1 580
1„5_
1, 60 ,
; "816
955 `
•"1,090
1,18Q`
v5; =
LA
HUS26
1,320
2,735
3,095
3,23 5
3,235
1,320
2,960
31280
3,280
3,280
1,150
2,350
2,660
2:780
2,780
HGUS26
,�/5` ,
4,340
4'850
5,170`'-
-6,590�
„ Lr
> 4,690
5,220
. 5,390
7t30 :�
..3;225 .
3,610
„ 3,87 -"
3,985_
IBC, FL
LUS28
1 1,165
1,100
1,260
1,350
1,725
1,165
1,195
1,360
1,465
1,730
865
810
925
1,000
1,270
. MUS28'
` 1.320
1;73Q
„ 1",975,
2,125
2,25�5
,1,320
1,875'
2,135'
:2,255"
`2 c55,
," 1,]60
1;270
1455,
-1;575
. 1,9 �
IBC, FL,
LA
HUS28
1,760
4,095
4,095
E,095
4.0,35
1,760
4,095
4,095
4095
4,095
1480
3,520
3,520
3, 20
3,520
HGUS28 .
,1,850
?.2' <
,,,7,275"`
7,275 _
,"7,275.
' 7.6 U
` 7,275
7,275 ,
..7;275.•
T,275; ;
'1,925
3,670
3,824
3;915`
4,250_ I
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
IBC, FL,
HUS210
�;ti35
�5,45('=
4 5,,. 9s
s E3 0`:
z,1� 1£ ;<
2 58c
°+5 y5
' _5,7u0._
..,6 $3v
830
- 2.22ti `,
"2,3 2
2, '55
2,53
2t
I
LA
HGUS210
2,090
9:100
9,100
9,100
9,100
1 2,090
9:;00
9,1Ui)
9, 00
9,100
1,545
6,340
(i,730
1 61730
6,7'10
B0, FL
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 4oads 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
94
Acute
side
speclly angle
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
e
Simpson Strong -Tie® Wood Construction Connectors SIMPSON
yea
SS°
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. steel fasteners, t with Strong -Drive® SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
Double 2x Sizes
WS26-2
49/is
'18 1,31A
4'A
2
(4)_0162x31/z;:=(4)0.162:x31h
��0�0
y1,030
1,170
;1,265
1,595
910
885
1,005,1,090;
1,3701`
HHUS26-2
( 45/i6
14
3a/s
5Y.,
3
(14) 0.162 x 3'/z
(6) 0.162 x 3Yz
1,320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26 2
49Hs
12
35/is
5�tis
4
(20) 0.162 x 3Yz
(8) (3.162 x 31/z
2,155
4,340
4,850
5,170
.5,575
1,855,
3,730
4,170
4,445
4,795
LUS28 2
"49hc�
18
81/e
7
2
(6)'05,62X3?h'„J4)0.162`X31h
1,0601
1,315
1,490
1610'
2,030"
910
-1,130
.T,230
1,385
1,745'
IBC, FL,
HHU528-2
' : �r 69ls .,
.14
3-%`
'71/a
3,
(22)`,0:162 x3?Iz
, (8) 0;162 X 3'1/z'
1;;760
4 265
"4,8i0
5155"
5,980
1,515
3;670
;4,135
A,435
,5,145
LA
HGUS26-3 -
4"134s -
=12
4'slis:
51h
4
(20)'0.162 x-3 /z
(8) 0,162 x 31/2 -,1:'
2155
4,340'
4;850
5170
1 5 575
11,855
.3,7W
,4;170
,4,445
4,795.1
IBC, FL,
HGUS2&3-
61�a
: 12.
41 5e
. 7Ya
4
(36) 0.162 x 37i-
(12) 0.162 X 31h
3,235
;7,460 =
7,460
T460
7;460
2,780
'$;415
6,915
6,415
6,415
LA
HHUS210-3
83/8
14 '
411%
-a/s
$
(30) 0.162 x 31/z
(10) 0.162 x 31h
3,405
1
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210,3
813/is
' 12
1415A6
91/4
4
(46) 0.162:x 31/z
(16) 0.162 x 31/z
4,095
9,100
9,100
9,100
9,100
3,520
7,825
7,825
7,825
*7,825
1.
Quadruple 2x Sizes
HGUS26 4 <z. ;12;. 6, `5'tia 4 ; .(20) 0,162 x311z -. 8j 0162 x;3�lz '2"155 4 11 340 4 850 5170 5,5 5. 1,855 :3,730 °4170. 4,445 4,795 IBC, FL,
HGUS28-4 71/4 12 69/,. F73/1e 4 (36) 0.162 x 31h (12) 0.162 x 31h 3,235 7,460 7,460 7,460 7,460 2,780 6,415 6,415 6,415 6,415 LA
HHUS210-4 i 8% 14 61/a 87/e 3 (30) 0.162 x 31h (10) 0.162 x 3Yz 3,405 5,630 6,375 6,485 6,485 2,930 4,840 5,485 5,575 5,575 FL
105A ' 4 '' (56) 0.162 X 31h 120) 0.162.x 31h 5 &95 � 04 7 �, � 9 t 45 9,045 4,')00 7,780 T780 7,7a0 7,780 IBC FL,
, LA
125/a 4 (66)`0.162 x31%z (22)•0.162X 31/z 5,695 10;125 10,125, 10,125 10',125 4,900' .8,710 8,710 8,71'0. 8,710
4x Sizes
J US46 `("- 4% 1' 18_1 TA' s=j 4Y4 1 2,, J.'(4)'0.162x31h. I• (4) 0AZX 31/21",060 (10W71265115951 91°1885 {1005 1,09011,370'-) IBC, FL .0, U
LUS48
I 43/s
18
136AG
63/a
2
1 (6) 0.162 x 31/z
(4) 0.162 x 31/2
1060
11,315 11,490
1,610
12,0301
910
1,130
11,280
11,385
1,745
IBC, FL,
HUS48
61/a
14
3%
7
2
(6) 0.162 x 31h
(6) 0.162 x 31/z
1,320
1,580
1,790
1,930
12,415
1:135
1,360
1,540
1,660
2,075
LA
HHUS48
I 61/2
14
3%
71/a
•3
(22) 0.162 x 31/z
(8) 0.162 x 31/2
1,760
4,265
4,810
5,155
5,980
1,515
31670
4,135
4,435
5,145
HGUS48
67/s
12
3%
71/is
4
(36) 0.162 x 31/2
(12) 0.162 x 31h
3,235
7,460
7,460
7,460
7,460
2,780
6,415
6,415
6,415
6,415
LUS410.
6Ya.
° 18"
--39A6
83/4
2
(8)0.162 x:31/z
, (6) 0.162 x 31/2.
. `14,445
1,830
.2,07,5
2 245°
2,830
1,2 i5
1,575
1785
c1,930;
2,435
HGUS412 10'f6 12 35/a 1OM6 4 (56) 0.162 x 3Yz (20) 0.162 x 31/z 5,695 9:045 9,045 9,045 9:045 4,900 7,7807,780 7,780 7,780
HGUS414 11'ti6 12 35/e 123/s 4 (66) 0.162 x 31/z (22) 0.162 x 31/z 5,695 10,125 10,125 10,125 10,125 4,900 .8,190 8,190 8,190' 8,190
Double 4x Sizes
IBC, FL,
LA
FL
'1. Uplift loads have been increased for earthquake or wind loading with no further increase allowed. Reduce where other bads govern.
2. Wind (160) is a download rating.
3. Minimum heel height shown is required to achieve full table loads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVrPI 1-2014. Simpson Strong -Ties Connector Selector° software includes
the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong Tie.
5. Loads shown are based on a two-ply 2x carrying member minimum for nailed hangers. With 3x carrying members, use 0.162" x 21h" nails in the header
and 0.162" x 31/2" in the joist, with no load reduction. With single 2x carrying members, use 0.148" x 11/z" nails in the header and 0.148" x 3" in the joist,
And reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong-TieO Wood Construction Connectors SIMPSON
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
' designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to .
heel heights as low as 37/a". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps
between the end of the truss and the carrying member
up to 1/2" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is 1/a" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at'strongtie.com for
more information.
Material: 16 gauge
i Finish: Galvanized
Installation:
U
C i Use all specified fasteners; see General Notes
C • Can be installed filling round holes only, or filling
U round and triangle holes for maximum values
N See alternate installation for applications
using the HTU26 on a 2x4 carrying member or
HTU28 or HTU210 on a 2x6 carrying member
for additional uplift capacity
Options:-....-
d • 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
'Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp: 335-337 for more information.
1 a/a°
HTU26
Typical HTU26
Minimum Nailing
Installation
.. y..r ............. ...- -1
truss and carrying member
HTU Installation for
Standard Allowable. Loads
(for 1/z" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
2x Sizes
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
�f11iuLU: t1V1111 �. ,•a i` J;/H,�;• J%8 ,J�/i6 'il72 ?(Gu)U,IUL�J.J%2 t1y�i1.iY0 A; Ir%2, 'I,LJV<{ 410Yu.. J,LUV,.c+'J�GUUr ,LVVy {,VI>cJ ,I�OJL G,V I.I F,'L,V
HTU26;(MaXJ,r 5*/r ..1 s , 5'As 31h-, (20) 0.162 3?/z; t2q).0,148k 1'h 1,S5S''., , 2,940 ° a t i ts. , ;4,Q10r .1,3 5' '2,530 '', 2,M1 � .'i 5 . n 3 450 IBC,
HTU28 (Min.) 37A 1 s/a 71/is 31/z (26) 0.162 x 31/2 (14) 0.148 x 11/z 1,235 3,820 3,895 3,895 3,895 1.060 2,865 2,920 2,920 2,920 FL,
HTU28 (Max.) 71/< 1 -1/8 71/1s 31/z 1 (26) 0.162 x 31/z (26) 0.148 x 11/z 1 2,020 3,820 1 4,315 055 15,435 1,735 3,285 3,710 4,005 4,675 LA
Double 2x Sizes
HTU28-2.(Min.) 1 37/e 35/1s 1 71/is 31/z 1 (26) 0.162 x 31/z 1 (14) 0.148 X, 3 11,530 13,820 14,310 4,310 14,310 1,315 2,865 13,235 13,235 3,235 11 IBC,
HTU28-2 (Max.) 1 71/a 3-A6 7Y1s 31/z 1 (26) 0.162 x 31/z (26)0.148x3 13,485 13,820 14,315 4,655 15,825 2,995 3,285 3,710, 4u 51� 5"0'10 FLLA,
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift bads have been increased for earthquake or wind loading with no further Increase allowed. Reduce where other bads govem.
4. Wind (160) is a download rating.
5. For hanger gaps between %" and 1h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSUTPI 1-2014. Simpson Strong -Tie Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie,
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 11/z" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
' 8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
96
HTU
Face -Mount Truss Hanger (cont.)
i Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
HTU26 (Min.) 37/a 1 (2) 2x4 (10) 0.162 x 3'/z (14) 0.148 x 1'/z 925 1 1,470 11,9 i01 1790 1 1,875 1 795 1 1,265 1 1,430 1 1,540 1,615
HTU26 (Max.) 5'/z (2) 2x4 (10) 0.162 x 3'/z (20) D.148 x 1'/z 1,240 1,470 1,56D 1,790 2;22C 1065 1,265 1,430 540 1,910 IBC
�
rq
r` •' FL, LA
14T] DR !Echo S'3aRs ?9Gi5 n i�?'W°�Z1J., l',3FV.fa=,'�d.Rw�i°Tf' - -S 07(1" 4 Cidtl..: 's z , _ _T +.iEfi,. .='T U7tF ,i R5'S v,. 'J �7f . i +,Sat, �" � �g5k!°A-� �.�Ril
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is'h".
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 (.W' Maximum Hanger Gap)
Single 2x Sizes
IBC,
HTU28 (Min.)
37/a
15/a
7M6 31/2
(26) 0.162 x 3'/z (14) 0.148 x 1 Yz
1110 3,770 3,770
3,770
3,770
955
2,825 2,825
2.825
FL,
HTU28 (Max.)
7'/4
15/a
7'/a 31/z
(26) 0.162 x 3+/z (26) 0.148 x 1'h
1,920 3,820 4,315
4,655
5,015
1,695
2,865 3,235
3,490
LA
HTU21t7 (Mln)
3'/a
751af�+e h„(2)xz(jlza
3,6D0
3 f Qi3
60
1075
2700 27
]3,765
.
.
�u _r�.,
..
�,.hdax.)3'/z'
(32} 0162
2 800
3530 °37fi>5
3,765
Double 2x Sizes
HTU26;2(Mln)
: 3?/a� 3 +a 5?/6"
3'h (20)0�6 x3?Ix {14}O'.148x3
,`1515
2`9A0 ��� 0
35Q,p
�$pi3,'1305
2205 .2205
2,2p5
2205"
HTU26 2 (Mx)
5'h 3/5 ate?/6"
3"lz (20) 0162 X 3y1z (20},p 148x
1,910
:2',540 3 31
3t500'500
:
" 1645
2,205 2,205
2'205
2 205,
HTU28-2 (Min.)
37/a 3Via 7'/a
31/z (26) 0.162 x 3Yz (14) 0.148 x 3
1,490
3,820 3,980
3,980
3,980
1,280
2,865 2,985
2,985
2,985
IBC,
FL,
HTU28-2 (Max.)
71/4 35/s 7%
3'/2 (26) 0.162 x 31/z (26) 0.148 x 3
3,035
3,820 !,315
4,655
5.520
2,610
2,865 3,235
3,4^
':. ;0
LA
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift 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 %" and'h", use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may Emit allowable bads in accordance with ANSVFPI 1-2014. Simpson Strong -Tie° Connector Selector® software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1 +/z" nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
HU/HUC/HSUR/L
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 HUG 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 25/15" or greater, at 100% of the table load.
Specify HUG.
• HU is available with one flange concealed when the W dimension
is less than 25/16" at 100% of the table load. Specify as an `X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with 1/4" x 13/4" Titen® 2 screws
(Model TTN2-25134H) for concrete and i4" x 2W: Titers 2.
screws (Mc;iel TTN2-25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or E1.1t1P sections.
Material: 14 gauge
Finish: Galvanized; ZMAX® and stainless steel available
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU (1/4" x 23/4" —
Model TTN2-25234H) and for concrete (1/4" x 13/4" — Model
TTN2-25134H) are not provided with -the hangers.
• Drill the 3/1s'-diameter hole to the specified embedment
depth plus 1/2".
• Alternatively, drill the 3/1B"-diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool'Kts are available. They include a
3/,s'` drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/16" x 41/2" drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2" and minimum end distance
of 37/a" is required as shown in Figure 1 for full uplift load.
• bAlhere no uplift toad is required, a minimum end distance
Of 11/2" is Pe,Thitted. .
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
= 114i[
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUC410 Installed on
Masonry Block End Wall
6
23
HU/HUC/HSUR/L
Medium -Duty -Face -Mount Hangers (cont.)
jo These products are available with additional corrosion protection. For more information, see p.15.
Model
Fasteners �
a10owabletoads (DI=/3P)
NoPI(ir
)'
GFGMU
Concrete
Code
Standard
Concealed- '
.�
GECMU
ConcreteUplift
Jmst
Down°`-
Uplift
Down -.
"Ref. "
Wen" 2
Tden®�2 "
(160)
%(100/125) .
�(160)
HU26
HU26X
1 (4)114 x 23/4
(4) 114 x 13/4
(2) 0.148 x 11/z
335
1,000
335
1,545
HU28 -
HU28X-'
{6) Y4,X 23/4 •� -
(fi} 1/a x'. /4
(4) 0.148 x,1 Jz
1,500
760
" 4400
HU24-2
HUC24-2
(4)1/4 x 23/4
(4)1/4 x 13/4
(2) 0.148 x 3
380
1,000
380
1,545
HU262(Min.)"
HUC262„„(8)1/a231a
._" (8)1/4.x"ial4 h
'(4)0,148.x3
�'==760"'-
2;000
o-760:3200
,°,
HU26-3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23/a
1 (8) 1/4 x 13/,
(4) 0.148 x 3
760
2,000
760
1 3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12)114 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 3
1,135
3,600
1,135
3,950
HU2$ 2 (Mm,} "'
-'HUG2$ 2 {Min )"
(10)1%a; x 23/a %
• {10)1/4 X 13%a' "
" (4) 0:148,x 3
760
2,500 '
780
" 3725
HU28-2(Max.)
HUC282_(Max)
{14}1/4x23lba
< (14)'%bx'y3/4�"
i�(6)0.1481(3 `
1135_ -
- �3,500:7
1,135 ,
- 4,920
HU210
HU21 OX
(8) 1/4 x 23/4
(8)114 x 1 3/4
(4) 0.148 x 11/z
545
2,000
760
2,415
HU21A 2 {Min.) `
HUC210=2 Min.)
(
{14)'/a x 231a
(; ; 14)1la x ?I4"
(
-(6) 0.148 x3
1135 ' ,""
3,500 ,, -:
1;135
4,920
HU21�0-2,{Max.),
HUC210 2 (Max)
x.
{18) l<' x 23/4
{18)1!n x 1.3/4
O0) 0.148 x3
1800
4 500 .,
1,800
5 085
HU210-3 (Min.)
HUC210-3 (Min.)
(14)1/4 x 23/4
(14)1/4 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18) 1/4 x 23/4
(18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212 '
HU212X
(10 1/4 x 23/4
(10)1I4'x 1314{77777
6) 0:148 x"t.'lz
1135
2,500
�1,135
2 665 -
HU212-2 (Min.)
HUC212-2 (Min.)
(16)1/4 x 23/4
(16)1/4 x 13/4
(6) 0.148 x 3
1,135
4,000
1,135
4,920
HU212-2 (Max.)
HUC212-2 (Max.)
(22)1/4 x 23/4
(22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
HU212 3 (Min.}
: HUC212?3 (Min.) '�
(16)1/4 x 23/4 ',"
'' {16} 1/4 x 1 3%4
{6).'0.148 x.3
�."" 1,135,
, s. 4,000
1,135
' 4;920
HU212-3-(Max) `'
HUC212-3,(Max.)>
(22)1/4 x 23/a
" (22)1/4 x 1a14
{1,0) 0.148 x3
1 800
5,085 "`
1,800
`a,D85
"
HU214
HU214X
12 /4 x 23/a
( ) 1
12 /4 x
I ( )1 13/a
(6) 0.148 x 11/z
1,135
2,665
1,135
2,665
HU214-3 (Min.)
HUC214-3 (Min.)
(18) 114 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
1 5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)114 x 23/4
(24)114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216 -
HU216X'.---
(18) 114 .
' {18)1/ax13/d
„(8)0148x;1^1h
51a
2926
1,515
12920,.'
HU216-2 (Min.)
HUC216-2 (Min.)
(20)114 x 23/4
(20)114 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
(2 6) 114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216-3 (Min) -"
HUC216L3'(Min.) -
(20) / X 2?/a _
i (20)114 1S14 '"
(8) 0:148 x3
515
< ' 4,920 •
1,515
4,92p' ;
111_1216-3 (Max) .
HU,C2i63 1. "(Max:)
(26)1A,x 23/a -
` {26)114 x 1314 -
(12)`0.148 x;3
,015 "
5,085 �°
-2,015 -
' . 5 085d":
HU7 (Min.)
(Not available)
(12)114 x 23/4
(12)1/4 x 13/4
(4) 0.148 x 11/z
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)1/4 x 23/4
(16)1/4 x 13/4
(8) 0.148 x 11/z
1,085
3,485
1,085
3,485
(tJot available)
(18} 1Ia X 23/a " `(
(18j 1/a X 13/a
(6) 0:14$ x 1'h °
1, i35
3,230,
, " 1,135
3 230 ~.
HU9 Max
( )
Not"available
{ )
24 !!ax 23/4-.
( )
1
(24) Ia X 131a '"
1�
"(10) 0.148 x 7 /a
1%445
3,735
1;445 "
735
HU11 (Min.)
(Not available)
(22)1/4 x 23/4
(22) 1/4 x 13/4
(6) 0.148 x 11/2
1,135
3,230
1,135
3,230
HU11 (Max.)
(Not available)
(30)1/4 x 23/4 (
(3 0) x 13/4
(10) 0.148 x 11/z
1,445
3,735
1,445
3,735
HU14 (Min;) - -
{Not available),
(28)1/q x 23/a 1%
{28)1l4 x,J 3/4
(8) 0.148 x 1'h
1 515"
3,485
1,515
3,445
HU14 (Max.) , -
(Not available) - �
.(36)'/4"x2�a ;
{36} 1Ta x 1314 .
(14) 6148 x �i1h9,245,
0
Z
z
a
2
0
0
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0
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0
a
rn
0
0
m
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0
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(vasd=125 MPH)
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SHEE7INFORMATION:
_ Bdllld
I I.OBId
REVIEWED BY: M
SK.1
J'a'nuary'la,-2020'
c... .. .... .
arpen er,C"0a ractors odAmerfca-, inc,.,.
900AVOn NW
Winter Haven; FL33:$8Q=6201
Dear Matt;
It hAs come I - .'tb . my attenfionAhatsome questions were rats d
e- concerning 5 di-ameter"
s A
0 gabj,* .d
holes'"drilled t d t fh6::.ch ras (wide ,, face) of SYS p qptrusses t allow foe.
f reatded rods used f4f"ti&.downs " lfth6seloble, ends are ipver�-c_qs .onffnuo, t.: �VPpon
"
with 4th c'-wid
tic,e. ooA:. "I J'Ah 4' 4", iiht'da.m gingar ycOhA*ctor".Pl ates:,,or
no-repatrr.Jsyjpert The truss 0S P-- tfe0t,bf hooffloads a
nd"no addit
ional
If you hSV6 any questions, I,please give ,me axall,;.�
6750ForumbriVej Suite 30".5 Orlando, 'FL 3262.1
26 1 -'' 521=9790-;{863}:422-8685
111ifflilf8jjyjj
�.p ALPINE
,io • s • • f �/ ANffWCOMPANr
«mow i L� EIS ��ip FL REG# 278, Yoonhwak Kim, FL PE #86367
a • t "".r 03/10/2021
'= No. 86367
�. • >k 4
-STtATEt�OF
� • ��" Thls umm t I= bow *Wdwrtfcallly s19md
'dr�ltl ili14l�1 vdftd Uft ow Griginsl 86cCranic'WMion.
Alpine, an ITW'Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone` (800)755-6001
www.alpineitw.com
P
rCjte` Itlforrriatipn,
Pa a 1:
Customer: Carpenter Contractors of America
Job Number: N334496
Job Description: 7A5t320 ,182EC,E ,R101 / 1828/CALIMEBB ELEV.C/E
Address:
Job En irmeeran Criteria.',
Design Code: FBC 7th Ed. 2020 Res IntelliVIEW Version: 20.02.00A
JRef#: 1X31-89750071
Mind Standard: ASCE 7-16 Wind Speed (mph): 160 Design Loading (pso: 37.00
Building Type: Closed
This package contains general notes pages, 24 truss drawing(s) and 4 detail(s).
Item ,
Drawing Number
Truss
1
069.21,1302.22141
Al
3
069.21.1302.21811
A2
5
069.21.1302.22172
A4
7
069.21.1302.21233
A6
9
069.21.1302.22203
A8
11
069,21.1302,21312
A10
13
069.21.1302.21874
A14G
15
069.21.1302.21672
A13
17
069.21.1302.21390
A16
19
069.21.1302.21593
C1GE
21
069.21.1316.288'11
CJ5
23
069,21.1302.22233
CJ1
25
A16015ENC160118
27
VAL180160118
Item
CJrawiog Nmml�6r
Truss
2
069.21,1302.22109
Al A
4
069.21 J302.21281
A3
6
069.21.1302.21327
A5.
8
069.21.1302.21704
A7
10
069.21.1302.22061
A9
12
069.21 1302.21733
Al2
14
069:21.1302.22030
All
16
069.21.1302.22265
A15
18
069-21.1302.21358
B1 GE
20
069,21.1302.21624
EJ7
22
069.21.1302.21468
CJ3'
24
069.21.1302.21610
HJ7
26
GBLLETIN0118
28
VALTN160118
Florida Certificate of Product Approval #FL1999 Printed 3/10/2021 1:51:40 PM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters B1, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters. B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connecter 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.org.
Fire Retardant Treated Lumber:
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity'load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTJ-) = 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. [CC: International Code Council; www.iccsafe.org.
3. Alpine, a division of ITW Building Components Group Inc.: 514 Earth City Expressway, Suite 242, Earth City, MO
63045; www.alpineitw.com.
4. TPI: Truss Plate Institute, 2670 Crain Highway, Suite 203, Waldorf, MD 20601; www.tpinst.org.
5. SBCA: Wood Truss Council of America, 6300 Enterprise Lane, Madison, WI 53719; www.sbcindustry.com.
Page 3 of 3
SEQN: 249564 / COMN Ply: 1
FROM: RWM Qty: 11
6'1"7
6'1"7
Job Number: N334496
,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
Truss Label: Al
' 11 "15 19,101,
26' '8"1
10"8 + 6'10"1 + 6'101
=5X5
E
39'8"
Cust: R8975 JRef:1X3L89750071 T10
D rwNo: 069.21.1302.22141
SSB / YK 03/10/2021
33'6"9
61108
10' i 91101, 9'10" i 10, 1'�
10' 19,101, 29'8 39'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 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 #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.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.222 K 999 360
VERT(CL): 0.385 K 999 240
HORZ(LL): 0.081 J - -
HORZ(TL): 0.140 J
Creep Factor: 2.0
Max TC CSI: 0.617
Max BC CSI: 0.882
Max Web CSI: 0.457
Ve r: 20.02.00A.1020.20
`,Ili IIIirr�op�rPj
H � aka°�
� f YS� a�
a
e
No, 86367 v
a
° s '
lop
o
i� b® STATE OF ®�9
� 0
N2
m
b
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1711 /- /- /961 /309 /444
H 1711 /- /- /961 1309 /-
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 1490 - 3155 E - F 1130 - 2029
C - D 1366 - 2875 F - G 1366 - 2875
D - E 1130 - 2029 G - H 1490 - 3155
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2759 -1207 K - J 2278 - 858
L - K 2278 - 879 J- H 2759 -1186
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 541 -134
D - K 530 - 745
E - K 1362 - 605
0RIV oar �.
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**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 (Building
t Safety Information, by TPI and SBCA) for safety practices nor to performing these functions. Installers shall provide temporary
r BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
id ceilin Locations shown for ermanent lateral restraint of webs shall have bracinq installed per BCSI sections B3, B7 or B10,
e. Applgy plates to each face of truss and position as shown above and on the Joini Details, unless noted otherwise. Defer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW Buildin Components Group Inc. shall not. be res .onsible for any deviation from this drawing, any failure to build the
iformance with ANSI/ PI 1, or for handling, shipping,. ,Components
and bracing of trusses. A seal on this 'drawinor cover page
Jrawing indicates acceptance of professional en%neenng responsibility solely -for the design shown. The su!tabili y and use of this
any s ructure is the responsibility of the Building esigner per ANSI/TPI 1 Sec.2.
K - F 530 - 745
F - J 541 -134
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249588 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRef1X3L89750071 T25 /
FROM: RWM Qty..
1 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.22109
Truss Label: A1A SSB / WHK 03/10/2021
7'112 13' 17'1"l2 19'10" 23T 31'8"14 39'8"
7.11"2 S'0"14 4'1"12 r Zs'-4 3'1�" -I' 8'0"14 + T11"2
=5X5
F
T
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
D
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T1 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W8,W9,W11 2x4 SP #2 N;
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.
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
39'8"
4'8"11 2'0"1,2 6'8" 8'0"11 T11"5 1'
12'10% -�- " r• 23'8" 31'8"11
17
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)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udell U#
VERT(LL): 0.280 P 999 360
VERT(CL): 0.522 P 905 240
HORZ(LL): 0.120 K - -
HORZ(TL): 0.225 K
Creep Factor: 2.0
Max TC CSI: 0.790
Max BC CSI: 0.859
Max Web CSI: 0.964
Ver: 20.02.00A.1020.20
��`��1liliiPlplllpP
wD
,ao
4 No.006367
a STATE OF
0-0 b6
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1555 /- /- /960 /309 /444
1 1555 /- /- /961 /309 1-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.2
1 Brg Width = 8.0 Min Req = 2.2
Bearings B & I are a rigid surface.
Bearings B & I require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1413 - 2747 F - G 1409 - 2067
C - D 1715 - 3278 G - H 1217 - 2103
D - E 1437 - 2551 H - 1 1424 - 2775
E - F 1565 - 2527
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - S 2374 -1111 L - K 2401 -1108
Q - M 2867 -1216 K - I 2404 -1107
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp
C - S
508 - 838
M - F
1684
- 892
C - Q
637 -122
M - L
1745
- 573
S - Q
2530 -1181
F - L
559
- 464
Q - D
744 - 323
L - G
450
- 365
D - M
533 - 912
L - H
477
- 691
Wind loading based on both gable and hip roof types. °®� �+0 ® �>(� Y V
+ Bottom Chord section between vertcials may
be removed. yNAL (�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r sa shipping, 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 r! id ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or 810, 11
as applicabgle. Applgy plates to each -face, of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer to ALPINE
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinggComponents Group Inc. shall not, be responsible for any deviation from this drawing, any. failure to build the *N,wconanry
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this drawingp indicates acceptance of professional en ineering responsibilittyv solely -for the design shown. The suitability and use of this Suite Fos
drawing for any sfr'ucture is the responsibility of the Building Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinsl.org; SBCA: sbcindustry.com; ICC: iccsafe.org;_ AWC: awc.org Orlando FL, 32821
SEQN: 249589 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T9 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21811
Truss Label: A2 SSB / WHK 03/10/2021
f 6'1"7 '1 12'6"15 '1 19' + 20'$" 2T1"1 KT9 39'8"
6'1"7 6'S"8 6'5"1 1'8""t 6'S"1 6'5"8 6'1"7
;5X5=5X5
E F
39'8"
10' i 91101, + !"N::
'10 i 10,
10' 19,10" 29'839'8"
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed'
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
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: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.172 L 999 360
VERT(CL): 0.321 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.123 K
Creep Factor: 2.0
Max TC CSI: 0.480
Max BC CSI: 0.747
Max Web CSI: 0.625
EW Ver: 20.02.00A.1020.20
o` N0. 86367 b e
0
0
o� vo STATE' QF o �v��
IPp&� I
1
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /963 /310 /427
1 1556 A /- /963 /310 A
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 1542 - 2800 F - G 1182 -1779
C - D 1425 - 2521 G - H 1425 - 2521
D - E 1182 -1779 H - 1 1542 - 2800
E - F 1159 -1559
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2444 -1262 L - K 2030 - 937
M - L 2030 - 957 K - 1 2444 -1241
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 508 -119 L - F 548 - 356
D - L 521 - 683 L - G 521 - 683
E - L 548 - 356 G - K 508 -119
401
®"`°4SdIONAL
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices pnor 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, of truss and position as shown above and on the Join Details, unless noted otherwise. Pefer 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 ANR COMPAW
truss in conformance with ANSI 1, or for handling, shipping,, Installs ion and bracing of trusses. A seal on this drawin or cover pa a 675o Forum Drive
listing this-drawinq indicates acceptance of professional enpsneering responsibilitty� solely -for the design shown.. The suitabili y and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2.
For more information see these web sites: Alpine: q ineitw.com; TPI; tpinst.org; SBCA: sbcindustry.com; ICC: iccsafe.org• AWC: awc.org Orlando FL, 32821
SEQN: 249590 / HIPS Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T22 /
FROM: RWM Qty: 1 7A51320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21281
Truss Label: A3 SSB / WHK 03/10/2021
"12"5 A1':2 { 27"15! 2
66'1 15'1317147 '01571712
�1 10
10'
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 It
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.1284" 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.
,5X5 =5X5
E F
39'8"
9'10"
19,10"
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 Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
29'8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.171 L 999 360
VERT(CL): 0.319 L 999 240
HORZ(LL): 0.066 K - -
HORZ(TL): 0.124 K
Creep Factor: 2.0
Max TC CSI: 0.408
Max BC CSI: 0.748
Max Web CSI: 0.485
Ver: 20.02.00A.1020.20
�yN0111It I 1IItop?P0 f
® ISO, 863674.
as
0r 6
8
STATE OF a
33'6"9 + 39'8"
5'11"9 6'1"7
10, 1'
39'8"�
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /965 /312 /407
1 1556 /- /- /965 /312 /-
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 1608 - 2796 F - G 1252 -1794
C - D 1497 - 2523 G - H 1498 - 2523
D - E 1252 -1794 H - 1 1609 - 2796
E - F 1245 -1635
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2439 -1329 L - K 2064 -1027
M - L 2064 -1048 K - I 2439 -1308
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 495 -106 L - F 523 - 300
D - L 497 - 674 L - G 497 - 674
E - L 523 - 300 G - K 495 -106
eld LJ1�I�T
dB S eer�g
FL REG# 278, Yoonhwak Kim, FL PE 986367
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS. DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlinp shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building -
Component Safety Information, by TPI an SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have 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 bracinginstalled per BCSI sections B3, B7 or B10,
as applicabQe. Apply plates to each face otruss and position as shown above and on the JoinDetails, 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 Building Components Group Inc. shall not be responsible for any deviation from this drawing,_ any failure to build the- AVR COMPANY
truss in -conformance with ANSI/TP1 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawn or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enpsneering responsibilitty� solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Buildingg 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: 249591 / HIPS Ply: .1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T8 /
FROM: RWM Qty..
1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALIMEBB ELEV.C/E DrwNo: 069.21.1302.22172
Truss Label: A4 SSB / WHK 03/1012021
7'10"14 17' 22'8"
7'10"14 9'1 "2 5'8"
M
b
co
3"3
�1 10
10,
Loading Criteria (psf]
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.0E;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
.5X5 =5X5
D E
39'8"
9'10"
19,10"
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 Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
WAVE
31'9"2 39'8"
9' 1 "2 7'10"14
9'10"
29'8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.149 J 999 360
VERT(CL): 0.279 J 999 240
HORZ(LL): 0.060 1 - -
HORZ(TL): 0.112 1
Creep Factor: 2.0
Max TC CSI: 0.760
Max BC CSI: 0.755
Max Web CSI: 0.989
Ve r: 20.02.00A.1020.20
�tat+;�l�lifl0�p'
bA'WAk
pea e® r" 0p
No. 86367
fill
m STATE OF ®t{,
10, 1'
39'8"+
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1552 /- /- /965 /318 /386
G 1552 /- /- /965 /318 !-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.8
G Brg Width = 8.0 Min Req = 1.8
Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1673 - 2755 E - F - 1699 - 2561
C - D 1698 - 2561 F - G 1674 - 2755
D - E 1352 -1728
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2393 -1373 J - 1 1695 - 842
K - J 1695 - 863 1 - G 2393 -1352
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 498 -448 E - 1 770 -435
K - D 770 - 435 1 - F 498 - 448
V.44as�oN AL A®
��dai48#e!►t4t
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable. App�y Oates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-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 ANMCOWANV
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracing of trusses. A seal on this drawinq or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili(t��, solely -for -the design shown. The suitability and use of This
drawing for any sgructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: aI ine!tw.com; TPI: t inst.or ; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249592 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:lX3L89750071 T24 !
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21327
Truss Label: A5
SSB ! WHK 03/10/2021
6'1"7 16'0"1} 5 33'6"9
71
+3
r 67'91'87
6I
6X6 = 6X6
D E
T2
6 12 T4
5X5 5X5
m C F
ED
W
W1
B G
A
2!5 H 8181,
=4X6(A2) -5X5 -5X5 =5X5 =4X6(A2)
39'8"
10' 9'10" g'10" 10, 1'
10' T 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.156 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.292 J 999 240 B 1556 /- /- /964 /713 /366
Risk Category: II
BCDL: 10.00 Snow Duration: NA HORZ(LL): 0.064 I - - G 1556 /- /- /964 l713 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.119 I - Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.799 G Brg Width = 8.0 Min Req = 1.8
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.745 Bearings B & G are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.485
Members not listed have forces less than
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1841 -2852 E - F 1665 -2513
C - D 1665 - 2513 F - G 1841 - 2852
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE; D - E 1456 -1829
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 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 - K 2505 -1555 J -1 1780 - 984
member design. K - J 1780 -1005 1 - G 2505 -1535
Wind loading based on both gable and hip roof types.
,,1gi�4V11Pli�D► Maximum Web Forces Per Ply (Ibs)
0yWebs Tens.Comp. Webs Tens. Comp.
E
#�10,p® K- D 617 -248 I- F 512 -469
No. 86367
o ie >m
� e
A o
0
i/QIV
A L��
dAdd4il�9lt�o
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing,and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information; by TPI
and SBCA) fo'r safety practices pnor 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 ri id ceiling Locations shown for lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
permanent
as applicable. Apply plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not,be responsible for any deviation from this drawing, any failure to build the MN COWANV
truss in ANSI 1, for handling,
conformance with or shipping,. installation and bracin of trusses. A seal on this drawing or cover page 675o Forum Drive
listing this drawinq indicates acceptance of professional engineering responsibilitt�y solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249593 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8976 JRef: 1X3L89750071 T7 /
FROM: RWM
Qty: 1
,7A5/320 ,1,2EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21233
Truss Label: A6
SSB / WHK 03/10/2021
T10"14 15, 24'8" 31'9"2 39'8"
7'10"14 7 7'1"2 r 9'8" 7'1"2 7'10"14
6X6 = 6X6
D T3 E
12
6 ' 5 \55 X
ch C
o
i�
W 20
W1
B G
A H8'8"
III
=4X6(A2) = 5X5 = 5X5 =5X5 = 4X6(A2)
39'8"
1' 10' 9'10" i 9'10" 10, 1'
10' 19,10" 29'8" i 39'8" + 'i
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.159 J. 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.298 J 999 240 B 1552 /- /- /962 /328 /346
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.061 1 - - G 1552 /- /- /962 /328 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.115 I Wind reactions based on MWFRS
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
G Br Width = 8.0 Min Re 1.8
Soffit: 0.00 BCDL: 5.0 sf FBC 7th Ed. 2020 Res. Max TC CSI: 0.913 g q =
p
Bearings B & G are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.760 Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.474
Members not listed have forces less than
Loc, from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1807 -2729 E - F 1827 -2537
C - D 1826 - 2538 F - G 1807 - 2729
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 1539 -1910
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #2 N; W1,W6 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 - K 2363 -1483 J - 1 1847 -1110
member design. K - J 1847 -1131 1 - G 2363 -1462
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
o/,Ps°� Webs Tens.Comp. Webs Tens. Comp.
AW A,�,
1®`e
� « • a ®�� ,��C - K 394 - 358 E - 1 628 - 300
44q t
4�
E NS A K D 628 300 1 F 394 358
® - - - -
�1C
No. 66367
Owl ° °
STATE OF®4,
NAI-
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI SBCA)
and for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSL Unless noted otherwise, -top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attachetl rigpid ceilin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310,
as applicable. App�y 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
not.
Alpine, a division of ITW Buildin Components Group Inc shall not be responsible for any deviation from this drawing, any failure to build the AN WCOMPANY
truss in ANSI PI PI 1, for handling,
conformance with or shipping,. and bracing of trusses. A seal on this drawing or cover paWe 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibilitt�y solely -for the design shown. The suitabilit9y and use of this
drawing for any sfructure is the responsibility of the Building -Designer per ANSI/TP1 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org, Orlando FL, 32821
SEQN: 249594 / HIPS
Ply: 1
mber: N334496
Cust: R 8975 JRef:1X3L89750071 T23 /
FROM: RWM
Oty: 1
r,71A51Z120,182EC,ERI01 ! 1828/CALIl4EBB ELEV.C/E
DrwNo: 069.21.1302.21704
Label: A7
SSB / WHK 03/10/2021
14'0"1 19,101, "15 33'6"9
36'987
i
59"15 '10"6177 0 95 I 0
:5X5 1112X4 =5X5
D E F
T2
12 T4
6 W
C 5 5X5
G
— W3 m
r`
B H
A
4X6(A2) =5X5 -5X8 =5X5-4X6(A2)
39'8"
1' 10' 9'10" 9'10" 10, 1'
i 10' 19,10" 29,81, '}' 39'8" 'F
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): 0.176 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.329 E 999 240 B 1556 /- /- /958 [715 /325
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /958 [715 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J 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: psf
.H BWidth = 80
rg t.Min Re
Soffit: 0.00 BCDL: 5psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.743 q = 1.8
.0
Load Duration: 1.25 MWFRS Parallel Dist: h!2 to h TPI Std: 2014 Max BC CSI: 0.748 Bearings B & H are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.434
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): I Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B-C 1975 -2822 E-F 1780 -2112
C - D 1821 - 2515 F - G 1821 - 2515
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP #1; D - E 1780 -2112 G - H 1975 -2822
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 2470 -1666 K - J 1912 -1210
member design. L - K 1912 -1231 J - H 2470 -1645
Wind loading based on both gable and hip roof types.
gQ'vtj'iQf itP►pp�� Maximum Web Forces Per Ply (Ibs)
r.0 Webs Tens.Comp. Webs Tens. Comp.
A)�
�jS�f����� L-D 556 J-G 439
-182 395
{� E - K 440 -281
ffi No.86367
C 6 e w
0
AA Z.
STATE OF a ?F
�B�p�®Saiii�o�doe�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information,
by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have pproper) attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for lateral restraint otYwebs shall have bracin installed per BCSI sections B3, B7 or B10,
of
as applicabgle. App�y plates to each face o truss and position as shown above and on the Join f 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 BuildinggComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY
truss in 1, for handling,
conformance w'ith.ANSI/TPI or shipping,, installation and bracin of trusses. A seal on this drawingor cover page 6750 Forum Drive
listing this drawingg -indicates acceptance ;of professional engineering responsibilitysolely or the design shown. The suitabilify and use Nis
drawing for any sfr'ucture is the responsibility of the Building Designer per ANSI/TI 1 Sea2. 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 Oriando FL, 32821
SEQN: 249595 / HIPS
Ply: 1
Job Nber: N334496
Cust: R 8975 JRef:1X3L89750071 T6 /
FROM: RWM
Qty: 1
,7A5/320um,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.22203
Truss Label: A8
SSB / WHK 03/1012021
6'9"4 13' 19'10" 26'8" 32'10"12 39'8"
_1,
6'9"4 + 6'2"12 6'10" T 6'10" r 6'2"12 +" 69"4
55 5X5 III 2X4 = 5X5
D E F
12
6 k2X4
C
G
o_ `2
ZW 2/////X4
io W3
B H
A
T5 f
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
39'8"
�1' i 10' 9110" 9'10" 10,
+1'�
+
10' 19110" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.191 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.357 E 999 240 B 1556 /- /- /953 /716 /305
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.065 J - - H 1556 /- /- /953 [716 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.121 J Wind reactions based on MWFRS
Mean Height: 15.00 It B Br Width = 8.0 Min Re 1.8
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 9 q =
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.543 H Brg Width = 8.0 Min Req = 1.8
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.754 Bearings B & H are a rigid surface.
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.687
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ItFT/RT:20.(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02000A.1020.20
Lumber B - C 2014 -2780 E - F 1973 -2289
C - D 1925 -2523 F - G 1925 -2523
To chord: 2x4 SP #2 N;
P D - E 1973 - 2289 G - H 2O14 - 2780
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 2421 -1686 K - J 1982 -1323
member design. L - K 1982 -1344 J - H 2421 -1665
Wind loading based on both gable and hip roof types.
Maximum Web Forces Per Ply (Ibs)
i��d1g�14tMP1�pp�rP�
HWatr Webs Tens.Comp. Webs Tens. Comp.
19��
I� ����I�
�® E
��� f Y Sf ■/"� D _ 535 _183 F - J 535 -183
��,����
�• 42 401 J - G 381 - 339
K
E-K 585 -391 No 86367
m
®
STATE
ATE OF _ � ,Q��
�®° sa 0 0 0 �® 'a
��010t��ONAj
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
—IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, TPI
by 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) attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for lateral restraint olYwebs shall have bracing installed per BCSI sections B3, B7 or B10,
of
as applicable. Apply plates to each face. o truss and -position as shown above and on the Join Details, unless noted otherwise. Ffefer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the AN IIW COMPANY
truss in ANSI PI 1, for handling,
conformance with or shipping,, installation, and bracingq of trusses. A seal on this draining or cover pa 4e 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any 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; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249596 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JR&AX31-89750071 T21 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.22061
Truss Label: A9
SSB / WHK 03/10/2021
t 6'3"4 12'0"1 19,10" 27'7"15 33'4"12 39'8"
r
6'3"4 58"12 T9"15 7'9"15 5'8"12 6'3"5
.5X5 1112X4 =5X5
D E F
12 T
6 2C4 502G
M N
'7
° W3 to
2W
B H
A
a•3 f I
=4X6(A2) =5X5 =5X8 =5X5 =4X6(A2)
39'8"
10' 9'10" 9'10" 10,
10' 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.206 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.385 E 999 240 B 1556 /- /- /947 /717 /284
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.066 J - - H 1556 A /- /947 /717 A
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.124 J - Wind reactions based on MWFRS
Mean Height: 15.00 ft B Br Width = 8.0 Min Re
NCBCLL: 10.00 TCDL: 4.2 psf Building Code: Creep Factor: 2.0 g q = 1.8
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.748 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/2 to h TPI Std: 2014 Max BC CSI: 0.753 Bearings B & H require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.999
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) •Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver. 20.02. OOA. 1020.20
Lumber B - C 2102 -2791 E - F 2189 -2492
C - D 1987 - 2524 F - G 1987 - 2524
Top chord: 2x4 SP #2 N; D - E 2189 -2492 G - H 2103 -2791
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 2434 -1769 K - J 2065 -1444
member design. L - K 2065 -1465 J - H 2434 -1748
Wind loading based on both gable and hip roof types.
`10��1�YWlOi9p(+pP Maximum Web Forces Per Ply (Ibs)
,i'�rl Lr lPpr Webs Tens.Comp, Webs Tens. Comp.
1®�®e
toy
®q°� �� ��i P��� L - D 498 -118 K - F 539 - 531
®`� b
qEfY�, �p s� D-K 539 -531 F-J 498 -118
E - K 685 - 462
Na, 86367 0
e ® '40
STATE OFWO 4
®®� ARID
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information,
by TPI and SBCA) toy safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shalt have roper)y attached structural sheathing and bottom chord shall have a properly
attached ri id ceilin Locations shown for lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,.
Permanent
as applicable. Appyy plates to each face, o truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$gComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A-COMFAW
truss in conformance ANSI 1, for handling, bracing
with or shipping,, installation and of trusses. A seal on this drawing or cover paWe 6750 Forum Drive
listing this drawing'm indicates acceptance of professional en eering responsibility solely -for the design shown. The suitability and use of This
drawing for any sgr ucture 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; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249597 / HIPS
Ply: 1
Job Number: N334496
Cusl: R 8975 JRef:1X3L89750071 T5 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,RI01 ! 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21312
Truss Label: A10
SSB ! WHK 03/10/2021
5'9"4 11' 19' 28'8" 33'10"12 39'8"
5'2"12 8' 9'8" 5'2"12 5'94
25 5X5 = 5X5 ; 5X5
D E T3 F
12
6 � 2X4 W �2X4
o C (a) (a) G
n W3 h
io
B H
1
A
a3 11_08.8"
4X6(A2) =5X5 =5X8 =5X5=4X6(A2)
39'8"
1' 10' 9'10" 9'10" 10, 1'
10' } 19,10" 29'8" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.213 E 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.399 E 999 240 B 1556 !- /- 1940 1718 /264
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 J - - H 1556 /- /- l940 /718 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.127 J - Wind reactions based on MWFRS
Mean Height: 15.00 ft B Br Width = 8.0 Min Re
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 9 q = 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: 0.934 g q =
BCDL: 5.0 psf
Bearings B & H are a rigid surface.
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.752
Bearings B & li require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.751
Members not listed have forces less than
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2194 -2804 E - F 2386 -2693
C - D 2057 - 2533 F - G 2066 - 2539
Top chord: 2x4 SP #2 N; T3 2x4 SP 2400f-2.OE; D - E 2502 - 2773 G - H 2184 - 2797
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum eot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - L 2448 -1855 K - J 2163 -1578
be equally spaced. Attach with (2) 8d Box or Gun L - K 2147 -1575 J - H 2440 -1822
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. 1i 1� Pif l�// Maximum Web Forces Per Ply (Ibs)
A��Pds�
Webs Tens.Comp. Webs Tens. Comp.
®CLRNlk
a) or scab reinforcement forb(1) Alf
rests
restraint. substitute (1) scab CLR anid (2)f cabs "1 o�H
sa e s o ,� F L - D 470 - 71 K - F 626 - 612
for (2) CLR'S where shown. Scab reinforcement to be ®� o o if
�00
same size, species, grade, and 80%length of web a d hw D - K 739 - 77s F - J 466 52
� V�r Yv "0
�� E - K 789 -534
o member. Attach with 0.128x3" gun nails @ 6" oc. so
® pp�� t►
Wind w o No.86367 .0 m
Wind loads based on MWFRS with additional C&C o 'r,
member design.
Wind loading based on both gable and hip roof types. STATEmelt
A i1
II ��yy R yy(�
0�Ao $
e�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information,
by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per SCSI. 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 otywebs shall have bracingq 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
drawings 16OA-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 MMCOMPAW
truss in conformance ANSI/TPI 1, for handling,
with or shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engo,eering responsibili_v solely -for the design shown. The suitability and use of This
drawing for any sQructure is the responsibildy the Building Designer ANSI/TP1 1 Sec.2. Suite 305
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: 249598 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3L8975o071 T4 /
FROM: RWM
Qty: 1
7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21733
Truss Label: Al2
SSB / WHK 03/10/2021
9' 17' 22'8" 30'8" 39'B"
f 9' i 8' ZVI 8' i 9, i
,6X6 =5X5 =4X4 =6X6
C T2 D E T3 F
12
6 T
T
b (a) W (a)
v W5
1 B G
AH H
4X6(A2) = 6X6 = 6X6 = 6X6 = 4X6(A2)
39'8"
1' + it0' 9'10" 9'10" 10, 1'
i 10' + 19,10" 29,8" T 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.251 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.469 J 999 240 B 1556 /- /- /921 /720 /223
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.081 1 - - G 1556 /- /- /921 /720 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.150 1 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
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 G Brg Width = 8.0 Min Req = 1.8
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: .2014 Max BC CSI: 0.834 Bearings B & G are rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.306 Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 2250 -2705 E - F 2239 -2478
C - D 2238 - 2478 F - G 2250 - 2704
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2906 -3233
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - K 2330 -1856 J - I 3176 - 2629
be equally spaced. Attach with (2) 8d Box or Gun K - J 3174 -2647 I - G 2329 -1835
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor. Maximum Web Forces Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR ®1i Y `!!� Webs Tens.Comp. Webs Tens. Comp.
!�
68 r'9
restraint. substitute (1) scab for (1) CLR and (2) scabs y4 }1� ®a e C - K 718 -428 E - I 944 -834
for (2) CLR'S where shown. Scab reinforcement to be �� V 0 A®
�n K - D 940 -832 I - F 718 430
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
�t�� G
�e No.86367 ®m
Wind
s
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types. STATE �yFK�da®�
i1 4J �
r^'
09
410N AI_ � ,
�Ae�t;ilta8ils�
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
shipping,
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component
Safety Information, by TPI and SBCA) fo'r sa practices 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 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 Joinl Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ALPINE
Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A-COWANY
truss in
conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawingg indicates acceptance of professional encLmeering responsibility solely -for the design shown. The suitability and use of This
drawing for any sfr'ucture is the the Building Designer TPI 1 Sec.2. Suite 305
responsibility of perANS]
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: aWG.Org Orlando FL, 32821
SEQN: 249610 / HIPS
Ply: 1
Job Number: N334496
Cust: R 8975 JRef:1X3L89750071 T28 I
FROM: LPM
Qly: 1
7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21874
Truss Label: A14G
SSB / WHK 03/10/2021
7' 13' 19' 28'4" 32'8" 39'8"
7' 6' 6' 9'4" 4'4" 7'
6X6
1116X6 =4X4 =8X10 =H1014
12 C D T2 E T3 F T4 G
T
T 61 1 1 1X)�J
N
r-
ih
B H
1 A
�
5X5(A2) -H0510 =4X4 =6X8 1115X5K 83 -4X6=3X6(A1) 1
28'4" 11'4"
10'l0"4 1 5'1"12 46 4'4" 7'
8' 18'10"4 24' 28'4" 32'6" 39'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.179 D 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.338 D 999 240 B 1922 /- /- /- /884
BCDL: 10.00 Risk Category: 11 Snow Duration: NA HORZ(LL): 0.048 L - - K 4268 /- /- /- /1911 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.091 L H 80 /- /- /- /60 /-
Mean Height: 10.51 ItBuildin Wind reactions based on MWFRS
NCBCLL: 0.00 g Code: Creep Factor: 2.0
TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.846 B Brg Width = 8.0 Min Req = 1.9
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.785 K Brg Width = 8.0 Min Req = 1.5
MWFRS Parallel Dist: 0 to h/2 H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: No Max Web CSI: 0.819 Bearings B, K, & H are a rigid surface.
Loc. from endwall: NA FT/RT:20(0)/l0(0) Bearings B, K, & H require a seat plate.
GCpi: 0.18 Plate Type(s): Members not listed have forces less than 375#
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Maximum Top Chord Forces Per Ply (Ibs)
Lumber Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP #2 N; B - C 1596 - 3565 E - F 169 - 505
T4 2x6 SP SS; C - D 1465 - 3467 F - G 400 -180
Bot chord: 2x4 SP 2400f-2.0E; B3 2x4 SP #2 N; D - E 1332 - 3056 G - H 538 - 269
Webs: 2x4 SP #3; W6 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 3126 -1377 L - K 786 -1874
nails(0.113"x2.5",min.). Restraint material to be supplied N - M 3815 -1821 K - J 786 -1874
and attached at both ends to a suitable support by �0 i l I P I fi M - L 2986 -1327 J H 179
erection contractor. - -399
(a) or scab reinforcement may be used in lieu of CLR �®
• ®e/ �p Maximum Web Forces Per Ply (Ibs)
restraint. substitute (1) scab for (1) CLR and (2) scabs 6� e
for CLR'S Scab to be A ��8 Webs Tens.Comp. Webs Tens. Comp.
(2) where shown. reinforcement �®� S r�f
same size, species, grade, and 80 /o length of web �. •�`' ® ,!
member. Attach with 0.128x3" gun nails @ 6" oc. m®�� ®
0 C - N 1089 -274 L - F 3047 -1224
4 6 ��' ��� 6 7 N- D 440 -430 F- K 2007 - 4053
Loading e D - M 568 - 883 F - J 1889 - 778
® m
Q ,�
#1 hip supports 7-0-0 jacks with no webs. rr. p "�'" M - E 834 - 67 G - J 344 - 528
�«
-y- ® E - L 1423 - 3051
q
Wind , STATE i E OF a 44j 4
Wind loads and reactions based on MWFRS. i �e
Wind loading based both hip types. 00 �� a 1 o
on gable and roof R yp�-,
WARNING! This truss is not symmetric, but its a00
l•D �y
exterior geometry makes erection error more ����/,Q �0 N A I � 1
Jd®/didlEil►Sbl4
probable. It is imperative that this truss be installed
properly. a
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information,
by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSL Unless noted otherwise, top chord shall have properattached structural sheathing and bottom chord shall have a properly
attached rigid ceilingp Locations shown for permanent lateral restraint of webs shall have bracinp 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. Defer 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 resp. onsible for any deviation from this drawing, any failure to build the AN"COMPANY
truss in conformance with ANSIITPI 1, for handling, bracing trusses. A this drawing
or shipping,. installation and of seal on or cover page 6750 Forum Drive
listing this-drawin indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of This
Suite 305
drawing for any structure is the responsibility of the Building Designer per ANSIRI 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: 249599 / SPEC Ply: 1
FROM: RWM Qty: 1
57"4
'7"4
T
fo
20
in
Job Number: N334496
,7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
Truss Label: A11
10'8" 11'3'15 WTI 23'7"15
5'0"12 �7.1_5 4'8"2 7714
Cust:R8975 JRef:lX31_8975007l T2 /
DrwNo: 069.21.1302.22030
SSB / WHK 03/1012021
29715 39'8"
6' 10'0"1
5X5
5X5 =4X4 =5X5 =5X5
D E F G H
39'8"
10' 9110"
10' 19'10"
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 .00
Mean Height: 15.00
ftTCDL:
NCBCLL: 10.00
4.2 psf
Building Code:
Soffit 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Loc. from endwall: not in 4.50 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
Wind Duration: 1.60
WAVE, 18SS
Lumber
Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
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
9.101.
29'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.229 L 999 360
VERT(CL): 0.427 L 999 240
HORZ(LL): 0.076 K - -
HORZ(TL): 0.142 K
Creep Factor: 2.0
Max TC CSI: 0.820
Max BC CSI: 0.802
Max Web CSI: 0.811
VIEW Ver: 20.02.00A.1020.20
q` iIIIIIFP)���P'
®LOGE Ns
No. 86367
Q �� STATE OF a >~
10,
39'8""
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1556 /- /- /932 /716 /257
1 1556 /- /- /930 f718 /-
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 2225 - 2806 F - G 2509 - 2878
C - D 2062 - 2521 G - H 2O44 - 2305
D - E 1917 - 2214 H - 1 2093 - 2649
E - F 1976 - 2258
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2452 -1880 L - K 2805 - 2204
M - L 2814 - 2230 K - I 2266 -1674
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
M - D 1699 -1345 G - K 774 - 669
M - E 760 - 872 K - H 693 - 431
M - F 856 - 742
ONAL
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached r! id ce!lin Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicabgle. App y plates to each face o truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 16OA-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 ANMCOMPAW
truss in conformance with ANSI TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawinq or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability and use of this
drawing for any s9r'ucture is the responsibility of the Building -Designer per ANSI/TP1 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: 249600 /
COMN
Ply: 1
Job Number: N334496
Gust: R 8975 JRefAX3L89750071 T20 /
FROM: RWM
Qty: 1
7A51320
,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E
DrwNo: 069.21.1302.21672
�SSB
Truss Label: A13
/ WHK 03/1012021
5'7"4 10'8"
13'3"1r5 217'15
31'7"15
39'8"
5'7"4 r 5'0"12 T
2,7,1 8,4"
I 10,
8'01.1
5X5
D
T
12
=5E5 T3
=HOF10 T4
=6 G
6 �2X4
T
°'
C
(a) W
v io
B
v
H I
q
I
11
4..3
I 1 8.81,
3X6(A1)
B1
-3X8
=5X5
N =4X6
=5X5 =3X6(A1)
20'8"
5'8"
13'4"
10'8"
5'4" 7-10"
7'10"
8' 1'�
1018.1
16' 23'l0" 31'8
39'8"
Loading Criteria (psf) Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs), or *=PLF
TCLL: 20.00
Wind Std: ASCE 7-16
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): 0.043 M 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.080 M 999 240
B 840 /- /- /551 /397 /257
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.017 J - -
N* 315 /- /- /159 /140 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.028 J
H 585 /- /- /436 /242
NCBCLL: 10.00
Mean Height: 15.00 ft
Building Code:
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
TCDL: 4.2 psf
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.957
B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.647
N Brg Width = 68.0 Min Req = -
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Rep Fac: Yes
Max Web CSI: 0.546
Bearings B, N, & H are a rigid surface.
Loc. from endwall: not in
4.50 ft
FT/RT:20(0)/10(0)
Bearings B, N, & H require a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE HS
VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Chords Tens.Comp. Chords Tens. Comp.
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
B - C 959 -1265 E - F 645 -628
T4 2x4 SP 2400f-2.OE;
C - D 755 -932 F - G 648 -471
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1;
D - E 808 -911 G - H 324 611
Webs: 2x4 SP #3; 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 - M 1088 -733 K - J 924 -213
nails(0.113"x2.5",min.). Restraint material to be supplied M - L 931 -620 J - H 455 107
and attached at both ends to a suitable support by Y�1P100
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR ��,4q n� p¢��� Maximum
eb mu Tens.Comp. Forces Per
(Ibs)
Tens. Coin restraint. substitute (1) scab for (1) CLR and (2) scabs 0��+�� e e w m p� p• p.
for (2) CLR'S where shown. Scab reinforcement to be ,o
same size, species, grade, and 80% length of web �® e ® ��� �' T J ' �1 C - M 396 -367 L - F 903 565
member. Attach with 0.128x3" gun nails @ 6" oc. o`� a �e "'rs D - M 619 -454 F - K 1390 -1254
NO. 86367 e � M-E 442 -299 K-G 854 -1043
Wind p 4 E- L 449 -564
Wind loads based on MWFRS with additional C&C
member design. a 0.�
Wind loading based on both gable and hip roof types. "A� 0 STATE OF a 1
�We, X1 8 � OR
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for of 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 LP I N E
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 COWANY
truss in conformance with ANSI/l PI 1, or for handling, shipping,• -installation and bracin .of trusses. A seal on this drawing or cover pate 6750 Forum Drive
this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitability 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
a
SEQN: 249601 / COMN Ply: 1 Job Number: N334496 Cust: R 8975 JRefAX3L89750071 T19 /
FROM: RWM Qty: 1 7A5/320 ,182EC,E ,RI01 11828/CALI/4EBB ELEV.C/E DnNNo: 069.21.1302.22265
Truss Label: A15 SSB / WHK 03/10/2021
5'7"4 1OT 15'3"15 23'3"15 31'8"1 32'8" 39'8"
5'74 5'0"12 4'715 8' T 8'4"2 �11 f 15 7'
5X5
D
T 12 =5X5
5X10(SRS)
6 �a2X4 =5XE4 T3 =HOF10 T4 H
C G
aO
(a) o o
_
B I " on
A K I J
=3X6(A1) =5�8 =5X5 -4X6 =4X4L =5X5 =3X6(A1)
21' 5' 13'8"
8' 5' 5' 5'8" 8' 1�
8' 16' 21' 26' 31'8" 39'8"
Loading Criteria (psi) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 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): 0.038 O 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.072 O 999 240 B 745 /- /- /497 /341 /276
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.017 K - - M 1429 /- /- /726 /654 /-
EXP: C Kzt: NA
Des Ld: 37.00 HORZ(TL): 0.031 K L 629 /- /- /238 /218 /-
Mean Height: 15.00 ft I 534 /- /- /399 /245 /-
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: .psf
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.701 Wind reactions based on MWFRS
Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.635 B Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 " C&C Dist a: 3.97 ft Rep Fac: Yes Max Web CSI: 0.703 M Brg Width = 8.0 Min Req = 2.0L Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: Any FT/RT:20(0)/10(0) 1 Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18 Plate Type(s): Bearings B, M, L, & I are a rigid surface.
Wind Duration: 1.60 WAVE HS VIEW Ver: 20.02.00A.1020.20 Bearings B, M, L, & I require a seat plate.
Lumber Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N; T3,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; B - C 1109 -1100 E - F 800 -732
Bracing C - D 1003 - 901 G - H 766 - 618
(a) 1X4 #3SR8 or better continuous lateral restraint to
D - E 835 - 674 H - 1 595 - 577
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied Maximum Bot Chord Forces Per Ply (Ibs)
and attached at both ends to a suitable support by Chords Tens.Comp. Chords Tens. Comp.
erection contractor. �� yi111till16fof
1#, 1 A 1 0 B- 0 936 - 827 M- L 464 - 410
restrainor t substitute (1) scab b reinforcement f b(1) CLR ane used in ieu d (2)f CLR cabs SN1�a� A t`Y jai®p O - N 570 -442 L - K 530 367
for (2) CLR'S where shown. Scab reinforcement to be �® 0 �pQ� � �6� N - M 598 -426 K - I 451 326
d
same size, species, grade, and 80% length of web aoa ®� `CE t Y' 4� A®
member. Attach with 0.128x3" gun nails @ 6" oc. a"` � 0 Maximum Web Forces Per Ply (Ibs)
Wind o No, $�� � Webs Tens.Comp. Webs Tens. Comp.
Wind loads based on MWFRS with additional C&C ® Z C - O 502 -291 M - F 909 -732
O - D 469 - 387 L - G 947 - 898
member design. ° E - M 1635 -1574
Wind loading based on both gable and hip roof types." STATE
Ift
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for 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 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 ALPINE
drawings 16OA-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 ANR COWAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, -installs ion and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing - indicates acceptance of professional engiinegring responsibility solely -for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 2496021 SPEC Ply: 1
FROM: RWM Qly: 1
• 574
57'4
Job Number: N334496
,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E
Truss Label: A16
10'8" 17'3"15
50"12 6715
— 19'3"15
=5XD5
T ,2
6
C
1 A B
3X6(A1) =5X5
Cust: R8975 JR&AX31-89750071 T18 /
D rw N o: 069.21.1302.21390
SSB / WHK 03/1012021
23'6" 29'8'1 328" 39'8"
6'2"1 6'2"1 2'11"1 7'
=5X5
=8X8 =5X10(SRS
F G H I J K
X W V I U T S1 IR Q P 0
=5X5 =4X6 1112XAI(24 =5X5
21' 5' 13'8"
8' 1'3"15 5' 3, "5
8' 16 17' "15 26' 2'6"5
3'8"1 2111
r V
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): 0.037 Y 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.069 Y 999 240
B 774 /_ /_ /508 /355 /317
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.016 0 - -
U 1323 /- /- /633 /586 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.030 0
R 711 /- /- /257 /237 /-
NCBCLL: 10.00
Mean Height: 15.00 ft
Building Code:
Creep Factor: 2.0
M 531 /- /- /381 /247 /-
Soffit: 0.00
TCDL: .2 psf
BCDL5
: psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.948
Wind reactions based on MWFRS
Load Duration: 1.25
.0
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.636
B Brg Width = 8.0 Min Req = 1.5
U Brg Width = 8.0 Min Req = 1.8
Spacing: 24.0 "
C&C Dist a: 3.97 ft
Re Fac: Yes
p
Max Web CSI: 0.584
R Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: Any
FT/RT:20(0)/10(0)
M Brg Width = 8.0 Min Req = 1.5
GCpi: 0.18
Plate Type(s):
Bearings B, U, R, & M are a rigid surface.
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.o0A.1020.20
Bearings B, U, R, & M require a seat plate.
Lumber
Members not listed have forces less than 375#
Top chord: 2x4 SP #2 N;
Maximum Top Chord Forces Per Ply (Ibs)
Bot chord: 2x4 SP #2 N;
Chords Tens.Comp. Chords Tens. Comp.
Webs: 2x4 SP #3;
B - C 1118 -1151 F - G 823 -776
Plating Notes
C - D 1027 -960 G - H 834 -791
D - E 791 - 722 K - L 681 - 548
All plates are 2X4 except as noted.
E - F 823 -777 L - M 628 - 571
(**) 1 plate(s) require special positioning. Refer to
scaled plate plot details for special positioning
Maximum Bot Chord Forces Per Ply (Ibs)
requirements.
Chords Tens.Comp. Chords Tens. Comp.
Wind
�f�,�FP�/(�yrr
�'
Wind loads based on MWFRS with additional C&C
aq%4/°�Q®
�44®J®+ ® �����
A'O�
Y-X 627 -411 S-R 584 -491
member design.
0,E
���"�®fS*�
X - W 462 -350 R - Q 424 - 356
Wind loading based on both gable and hip roof types.
m ° • pa
W - V 462 -350 Q - P 424 -355
o 462 -350 P - O 424 - 356
No- 86367 .0 V - U
fi °4V U - T 589 - 490 O - M 445 354
Cb. o
® ® �� • Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
STATE OF c
{y $ �Ytdyr��o C - Y 445 -257 U -AB 611 -605
t, V �® a ®� / Y - D 453 - 285 AB- H 504 - 522
a •
des � 9 O � �tl s - Z 1516 -1447 R -AE 930 - 847
po it t� Z - U 1536 -1466 AE- K 910 -826
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, -installing and bracing. Refer to and follow the latest edition of 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 proper) attached structural sheathing and bottom chord shall have a properly
attache. ri id ceiling Locations shown for of lateral restraint ofywebs shall have bracin installed per BCS! sections B3, B7 or B10,
as applicabgle. Apply plates to each face o 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 jobs 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 -AN
truss in conformance with ANSI/ PI 1, or -for handling, shipping,. Installation and bracin of trusses. A seal on this drawtn or cover pa a 6750 Forum Drive
listing this drawing indicates -acceptance of professional engineering responsibili solely _for the design shown. The suitability and use of This
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.org; SBCA: sbcindust .com; [CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249603 / GABL Ply: 1 Job Nber: N334496 Cust: R 8975 JRef:1X3L89750071 T3 /
FROM: HMT city: 1 ,�7A5/2370,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21358
Truss Label: B1GE SSB / WHK 03/10/2021
10'8" 21,4"
10,8" 10'8"
(TYP) �4F4
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
Soacina: 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: 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;
Sot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
bxb
21'4"
21'4"
21'4"
SnowCriteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in ]cc Udefl U#
VERT(LL): 0.004 R 999 360
VERT(CL): 0.007 R 999 240
HORZ(LL): 0.005 L - -
HORZ(TL): 0.006 L
Creep Factor: 2.0
Max TC CSI: 0.196
Max BC CSI: 0.164
Max Web CSI: 0.069
VIEW Ver: 20.02.00A.1020.20
♦Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 245 /- /- /134 /103 /243
J* 72 !- /- /35 /33 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
J Brg Width = 248 Min Req = -
Bearings B & B are a rigid surface.
Bearings B & B require a seat plate.
Members not listed have forces less than 375#
���oy�iV�frlrfpppp4l
e r] F
No.86367
v
STATE OFF
�'&-A-,m ® j ORIa0 �� ,f
/ NdA�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices poor 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 ceilin 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 BuildincLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCOMPANY
truss in conformance -with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawincl indicates acceptance of professional en ineenng responsibility solely -for the design shown. The suitability and use of This Suite Fos
drawing for any sgructure is the responsibility of the Buildingtes!gner per ANSI/TP1 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: 249604 / GABL Ply: 1 Job Number: N334496 Cost: R 8975 JRef:1X3L89750071 T1 /
FROM: RWM Qty: 1 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21593
Truss Label: C1GE SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Soacina: 24.0 "
- 5' 2'
(TYP)
I
M
O
4`'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: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
end Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
=4X4
D
14'
14'
14'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
14'
7'
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): 0.005 J 999 360
VERT(CL): 0.008 J 999 240
HORZ(LL): 0.004 H - -
HORZ(TL): 0.006 J -
Creep Factor: 2.0
Max TC CSI: 0.308
Max BC CSI: 0.177
Max Web CSI: 0.142
VIEW Ver: 20.02.00A.1020.20
♦Maximum Reactions (lbs), or*=PLF
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B* 68 /- /- /38 /30 /13
F 268 /- A 1206 /134 /-
Wind reactions based on MWFRS
B Brg Width = 159 Min Req = -
F Brg Width = 8.0 Min Req = 1.5
Bearings B & F are a rigid surface.
Bearings B & F require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (lbs)
Chords Tens.Comp. Chords Tens. Comp.
C - D 377 -129 D - E 376 -129
Maximum Gable Forces Per Ply (Ibs)
Gables Tens.Comp. Gables Tens. Comp.
C - J 511 - 238 H - E 511 - 238
�gggiggIIIIII
E M9,11
No 86367
es
® �2. � STATE OF
®��
®�IJ641.
�tAoObo+s,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**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 (Building
t Safety Information, by TPI and SBCA) for sa shipping,
practices prior to performing these functions. Installers shall provide temporary.
BCSI. Unless noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
id ceiling Locations shown for permanent lateral restraint of webs shall have bracinQ installed per BCSI sections B3, B7 or B10,
,lie Apply plates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
urawings I our,-c Tor sianaaro plate positions. peter to jogs ueneral (votes page Tor aaamonal mrormation.
Alpine; -a division of ITW BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, Installation and bracing of trusses. A seal on this drawing or cover pa e
listing this drawingq indicates acceptance of professional an Ineering responsibilitty� solely -for the design shown. The suitability and use of this
drawing for any sTructure is the responsibility of the BuildingUesigner per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com• ICC: iccsafe.or ; AWC: awc.org_
ALPINE
AN M COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN:249616/ EJAC Ply: 1 Job Number: N334496 Cust:R8976 JRef:1X3L89750071 T15 /
FROM: RWM Qty: 14 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21624
Truss Label: 'EJ7 SSB / WHK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacinq: 24.0 "
C
12'2"11
12
6
M
O Ln
M M
V
B
A 8-8"
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SIP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
7
7'
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.015 D
HORZ(TL): 0.028 D
Creep Factor: 2.0
Max TC CSI: 0.720
Max BC CSI: 0.507
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /-
/249 /108 /208
D 125 /- /-
/73 /- /-
C 174 /- /-
/128 /169 /-
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#
`�g1i'916491@!i/pl9
1mt4 �� seo
�'
40.
a No. $6367
�+
STATE QE g�
0'��0RIV
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING"* READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installingand 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 propery attached structural sheathing and bottom chord shall have a properly
attache. rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
as applicable. Apply Oates to each face. of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to I�
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. A �LPPII NN
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the A-COMPAW
truss in conformance with ANSI[ PI 1, or for handling, shipping,. installation and bracinQof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawin indicates acceptance of professional en inegring responsibilittyv solely -for the design shown. The suitability and use of This
drawing for any s ructure 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: 249606 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T11 /
FROM: LPM Qty: 4 ,7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1316.28811
Truss Label: CJ5 KID / YK 03/10/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
C
11'2"5
12
6
g) T
CV M
Cl)
B
A 8'8"
D
1 ` 4' 11 "4
4' 11 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
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.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.005 D
HORZ(TL): 0.010 D
Creep Factor: 2.0
Max TC CSI: 0.549
Max BC CSI: 0.257
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 /152
D 89 A A /51 A A
C 118 /- A /85 /116 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
IIFIFPfPtf
WA
No.86367
STATE OF
�Vie"°f, NA1
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices rior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properyy attached structural sheathing and bottom chord shall have a properly
attached ri id.ceilin Locations shown for fpermanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
as applicab a. Applgy plates to each face-o truss -and position as shown above and on the Joint Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the AN" COWA-
truss in conformance with ANSI/l PI 1, or for handling, shipping,, installs ion and bracin4 of trusses. A seal on this drawingor cover page 6750 Forum Drive --
listing this drawingq indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use Nis
drawing for any sTructure is the responsibility of the Building -Designer per ANSI/TA 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: 2496071 JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3L89750071 T26 /
FROM: LPM Qty: 4 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EB8 ELEV.C/E DrwNo: 069.21.1302.21468
Truss Label: CJ3 SSB / WHK 03/10/2021
Loading Criteria (psf)
TOLL: 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 "
L
12 10'2"5
6
M
B co
CV
A
D
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
end Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
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.
2' 11 "4
2' 11 "4
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA
CAT: NA
Pf: NA
Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/l 0(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc L/defl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- /156 !71 /99
D 50 !- /- /27 /- /-
C 63 /- /- /44 /64 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
{{��J I ji It I I I ppfftf#*
1%1k
P���aat.pgo A
ma e® V ► Yy�� eta og
No,
a �
86367
STATE OF
101,
ONAL
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/10/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** .FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for 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 of
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. f�efer to
drawings 160A-Z for standard plate positions. Refer to jobs General Notes page for additional information. AL PI N E
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the A-COMMY
truss in conformance with ANSI P..I.1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing -this drawingp indicates acceptance of professional en ineenng responsibilit�yr solelyor 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: aI ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 249608 / JACK Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3LB9750071 T27 /
FROM: LPM Qty: 4 7A5/320 ,182EC,E ,R101 / 1828/CALI/4EBB ELEV.C/E Dnallo: 069.21.1302.22233
Truss Label: CJ1 KD / WHK 03/1012021
12
6 C
43
V
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: 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.
Y
2X4(A1)
11 114
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):
M
T
M
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.000 D
HORZ(TL): 0.000 D
Creep Factor: 2.0
Max TC CSI: 0.183
Max BC CSI: 0.022
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
9'2"5
e
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 143 /- /- /145 /76 /45
D 11 /-2 /- /14 /10 /-
C - /-15 /- /29 /33 /-
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#
ow III IFIiiftP
p.
HwAk
B*
STATE 4F
®d 0 is 4
a0Od NdA L �
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care
Component Safety Informatior
bracing per BCSI. Unless note
attached ri id ceilin Location
as applicable. App�y plates to
drawings 160A-Z for standard
Alpine. a division of ITW Buildina Comoonents Groun Inc. shall
drawing for any sficture its the re
For more information see these web
not be responsible for any deviation from this drawing, any failure to build the
g,. installation and bracingof trusses. A seal on this drawingg or cover page
ering responsibilitty�r solelyor the design shown. The suitability and use of this
;ignerper ANSUTPl1 Sec.2.
TPI:
A NE
AN RW COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 249609 / HIP_ Ply: 1 Job Number: N334496 Cust: R 8975 JRef:1X3LB9750071 T16
FROM: HMT Qly: 2 7A5/320 ,182EC,E ,RI01 / 1828/CALI/4EBB ELEV.C/E DrwNo: 069.21.1302.21610
Truss Label: HJ7 KID / WHK 03/10/2021
5'3"5
5'3"5
9110,11
4'6"11
n
12'2"3
12
4.24 Z2X4
C
v
m �
ih ih
v
B
4"3 A 8,8„
FE
2X4(A1) =4X4
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 "
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
Wnd Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
9'2„2 7„14
9'2"2 9-10'1
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): 0.040 F 999 360
VERT(CL): 0.076 F 999 240
HORZ(LL): 0.010 C - -
HORZ(TL): 0.018 C
Creep Factor: 2.0
Max TC CSI: 0.546
Max BC CSI: 0.416
Max Web CSI: 0.260
VIEW Ver: 20.02.00A.1020.20
s � �
m N0.86367
aa� W
STATE of
AV
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 326 /- /- /- /154 /-
E 364 /- /0 !- /84 /0
D 214 /- /- /- /177 /-
Wind reactions based on MWFRS
B Brg Width = 10.6 Min Req = 1.5
E Brg Width = 1.5 Min Req = -
D Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. _
B - C 394 - 562
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
B - F 531 - 358
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp.
C - F 394 - 583
� �4ON
%,Adidgillifilli tC. o
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/10/2021
**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 (Building
t Safety Information, by TPI an fabricating,
for sa shipping,
practices prior to performing these functions. Installers shall provide temporary
- BCSI. Unless noted otherwise, top chord shall have propery attached structural sheathing and bottom chord shall have a properly
�id ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10
i e._ AppTy plates to each face. of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
)um-Z Tor stanoara plate posinons. Kerer To )oD s uenerai Notes page Tor aaamonai information.
+ision of ITW Buildingq�Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the
formance with ANSI/TPI 1, or for handling, shipping,, installation and bracinq of trusses. -A seal on this drawingg or cover pacle
rawintq'indicates acceptance of professional engmeenng responsibility solely -for the design shown. The suitabilify and use of this
any s ructure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2.
ALPINE
AN M COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
For
Gable Stud Reinforcement Detail
ASCE 7-16i 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
nl tpll k Wi—i Cnoorl 1S' Mon.. w-i-L,+ r n vim+ - I nn
S
2x4 Brace.
Gable Vertical'
pacing Species Grade
No
Braces
(1) lx4 'L' Brace w
(ll 2x4 'L' Brace x
(2) 2x4 'L' Brace ww
(1) 2x6 'L' Brace x
(2) 2x6 'L' Brace w
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
p
#1 #2
U
S I F
#3
3' 8'
5' 9'
6' 2'
7' 8'
7' 11'
9' 1''
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1';
9' 6'
12, 0'
12' 6'
14' 0'
14' 0'
Q
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' ill
9' 6'
10' 4'
ill 1'
14' D'
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' U'
d
c�u
D L
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, ill
11' 8'
14' 0'
14' 0'
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' ill
9' 8'
10, 4'
13' 1'
14' 0'
U
_
[
#1 / #2
4' 5'
7' 6'
7' 9'
8' 10,
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
_
S P r
#3
4' 2'
7' 1'
7' 9'
8' 9'
9' 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
U
I I
Stud
4' 2'
7' 1'
7' 6'
8' 9'
9' 1'
10' 5'
10, 10'
13, 9'
14' 0'
14' 0'
14' 0'
O
I�
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' B'
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'
ill 1'
14' 0'
14' 0'
14' 0'
14' 0'
/
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'
14' 0'
#3
4' 4'
6' S'
6' 10'
8' 6'
9' 1'
10, 6'
10, li'
13' 4'
14' 0'
14' 0'
14' 0'
D F L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
Standard
4' 2'
5' 8'
6' 0'
7' 6'
8' 0'
10' 2'
10, 10'
11' 10'
12' 7'
14' 0'
14' 0'
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' 1'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P P
#3
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
I I F
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
�'
f� I
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12, 0'
14' 0'
14' 0'
14' 0'
14' 0'
#1
5' V
8' 5' 1
8' 8'
9' ill
10' 3'
11' 9'
12' 3'
1 14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3' 1
8' 7'
9' 9'
10' 2'
11' 7'
12' 1'
14' 0'
14' 0'
0'
14' 0'
#3
4' 9'
7' 4'
7' 10'
9' 8'
10'1'11'
7'
12' 0'14'
0'
14' 0'
j4'
4' 0'
14' 0'
Dr L
Stud
4' 9'
7' 4'
7' 10'
9' 8'
10' 1'
11' 7'
12' 0'
14' 0'
14' 0'
4' 0'
14' 0'
Standard
4' 7'
6' 6'
6' 11'
8' 8'
9' 3'
11' 6'
12' 0'
13' 7'
14' 0'
14' 0'
14' 0'
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
mldooint of vertical web.
AN ITW CO
11
Eanh\ City\ Expressway
\ \ Suite\ 242
\ \ Earth\ Cily,\ MO\ 63045
AboutjC
18'
L.
'L' Brace End
Zones, typ,
2x6 DF-L #2 or
better diagonal r
brace: single 8,
or double cut
(as shown) at
upper end.
NN `N Refer to chart abdTW
MWARNINGIww READ AND FOLLOW ALL NOTES ON TFOS DRAVING1 op
"DIPURTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Is
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing, Refer to and
At.. the latest edition of BCSI (Building Component Safety Informatlon, by TPI and SBCA) for safety
mtices prior to performing these functions. Installers shall provide temporary bracing per BCSI.
less noted otherwise, top chord shall have properly attached structural she¢thing 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, V or B10, as applicable. Applyplates to each face
truss and position as shown above and on the Joint Details, unless noted otherwise.
�fer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation frc
.Is drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
;tallation & bracing of trusses.
A seal on this drawing or cover page Usting this drawing, Indicates acceptance of professional
r any rg uectur Is responsibility weeplely nssiibility of design
the Building Designer Peryand utse of this ANSI/TPI I Sect. �w�
r an structure bi the re
For more Information see this Job's general notes page and these web s1
ALPINE, www,alpineitw.comi TPA t. www,tpinsargi SBCA, wwwsbclndustry.orgt ICO 7A wrwl f�'i�CO" 77
A WA/� oPP,v
A
1 m1a "JOE
S #q44 fd�®
S/
aO 0�m.s0'
A
Bracing Group Species and Grades:
Group At
S ruce-Pine-Fir, Hem -Fir
#1 / #2 Istandard 1 #2 1 Stud
#3 Stud #3 Standard
Dou las Fir -Larch Southern Plnewww
L�� E&j
Group B:
Hem -Fir
#1 & Btr
#1
Dou It Fir -Larch Southern Pinewww
#1 #1
#2 #2
1x4 Braces shall be SRB (Stress -Rated Hoard).
wwFor lx4 So. Pine use only Industrial 55 or
Industrial 45 Stress -Rated Boards, Group B
voAues may be 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' outlookers
with 2' 0' overhang, or 12' plywood overhang.
Attach 'L' braces with 10d (0.128'x3.0' min) nails.
)K For (1) 'L' brace- space nails at 2' o.c.
In 18' end zones and 4' o.c. between zones.
)K)KFor (2) 'L' braces) space nails at 3' o,c.
In IS' end zones and 6' o.c. between zones.
'L' bracing must be a minimum of 80% of web
member length.
II Gable Vertical Plate Sizes 11
Vertical Length
No Splice
Less than 4' 0'
2X3
Greater than 4' 0', but
less than 11' 6'
3X4
Greater than 11' 6'
4X4
+ Refer to common truss design for
peak, splice, and heel plates,
Refer to the Building Designer for conditions
not addressed by this detail,
AX, TOT. LD, 60 PSF
MAX, SPACING 24,0'
F ASCE7-16-GAB16015
TE 01/26/2018
WG A16015ENC160118
'T
Relnfol
Memk
Ga
Tr
Gable Detail
Enr I Pt —in \/Prtir-n 1 c
Truss Plate Sizes
pproprlate Alpine gable detail for
e sizes for vertical studs,
Engineered truss design for peak,
,b, and heel plates.
vertical plates overlap, use a
,te that covers the total area of
lapped plates to span the web,
e 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design
Attach each 'T' reinforcing member with
End Driven Nailsi
10d Common <0.148'x 3.',min) Nails at 4' o,c. plus
(4) nalls In the top and bottom chords.
ToenaRed 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 detall for ASCE
wind load.
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings
A11515ENC100118, A12015ENC100118, A14015ENC100118,
A18015ENC100118, A20015ENC100118, A20015END1001
A11530ENC100118, A12030ENC100118,,A14030ENC1 �i� �IOCK)Ot1 IQd
A18030ENC100118, A20030ENC100118, A20030EN
S11515ENC100118, S12015ENC100118, S14015EN 0118L60 3
S18015ENC100118, S20015ENC100118, S20015E¢ 110011% S 0 15P 1 8
S11530ENC100118, S12030ENC100118, S140302C1001M, S1A &43fiW 7 6
S18030ENC100118, S20030ENC100118, S2003(018, S20030PED100118 Q
a.
See appropriate Alpine gable detail for maximlm unrjelnforcedT e"bertical I:i
-wWARNINFdv READ AND FOLLOW ALL NOTES IN THIS DRAWDQ IF
"DWORTANTae FlRNISN TIOS DRAWING TO ALL CONTRACTORS INCLUDING WE INSTALLERS. d
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 per BCSI.
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom choi
shall have a properly attached rlgld ceiling, Locations shown for permanent lateral restraint of webs
shall have bracng Installed per BCSI sections 113, B7 or BIO, as applicable. Apply plates to each face
of truss and position as shown above and on the Joint Details, unless noted otherwise.
epli-NE
Refer to drawings 160A-Z for standard plate positions.
Alpine, a dlvWon of ITV Building Components Group Inc shall not be responsible for any deviation fr
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN RW COMPANY Installation sleatom thisbracing of tor russes. Page listing this drawing, Indicates acceptance of professional
11514\ Earth% City\Expressway engineering redrawing solelycoverpage
the de shom The suitability
\\Suite\242 for any structure is ththels responsibility of tide Budding Designer per ANSI/TPI I Sect.
\ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web sl4diy/ 17
ALPINEi www.alpineltw.comi TPD t. www.tpinsorgi SECA, www.sbclndustry.orgi ICG roi f L
° gTATE OF
°a COR10G��°
t�'/Q r4 ®® Y
0
Yoonhwak Kim, FL PE #86367
'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
Examples
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
1.30x8'7'=11' 2'
PAX, TOT, LD, 60 PSF
DUR, FAC, ANY
MAX, SPACING 24,0'
REF LET —IN VERT
DATE 01/02/2018
DRWG GBLLETIN0118
Valley Detail - ASCE 7-16: 180 mph,. 30" Mean Height, Partially Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better,
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better.
Attach each valley to every supporting truss with)
535# connection or with (1) Simpson H2,5A or
equivalent connector for
ASCE 7-16 180 mph, 30' Mean Height, Part, Enc,
Building, Exp, C, Wind TC DL=5 psf, Kzt = 1,00
Or
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp. D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max, �
2X4 X4
1 8-0-0 max
4X4
Unless specified otherwise on
engineer's sealed design, for vertical
valley webs taller
than 7-9'
apply 2x4 'T'
reinforcement, 80Y length of
web, same species
and grade
or better, attached with 10d box
(0,128' x 3,0') nails
at 6' o.c.
In lieu of 'T'
reinforcement, 2x4 Continuous
Lateral Restraint
applied at
mid -length of
web is permitted with diagonal
bracing as shown in
DRWG BRCLBANC1014.
Top chord of truss beneath valley set must be braced with)
properly attached, rated sheathing applied prior to valley truss
installation.
Or
Purlins at 24' o.c. or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
20-0-0 (++) 00111
Supporting trusses at 24' o.c. maximum spacing,
Valle
Spacing
■rVAIMM— READ AND FMLnv ALL NaTES IIN THIS DRAVDGI
...am FURNISH THIS DRAWING TO ALL CONTRACT12RS INCLUDING TT♦£ MSTALLERS.
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 SECA) 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 cho
shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of web!
shall have bracing Installed per BCSI sections B3, 117 or BIG, as applicable. Apply plates to each face
LPINEof truss and position as shown above and on the Joint Details, unless noted otherwise.
'
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation fr
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY Installation 6 bracing of trusses.
A seal on this drawing or cover page Usting this drawing, bnDcates acceptaxe of professional
11
514\ Earth\ City\ Expressway engineering responsibility solely for the design shorn or The suitability al use of this drawing
I ISuite%242 for my structure Is the responsblllty of the Building Designer per ANSI/TPI 1 SecZ
\ \ Earth\ City,\ MO\ 63045 For more Information see this ,Job's general notes page and these web sites
ALPINE, wwr,alpineitwconi TPh www.tpinst.orgi SECA, www.sbclndustry.orgi ICG uric
.v, e
�o%a
Square Cut
Bottom Chord
Valley
/
N�A ® k
F; C E NN
No. M.
Con
2X4
Stubbed Valley
End Detail
STATE OFAO
OR IV 46_. b� r L 30
TLL 20
C DL 10
LL 0
T T. LD, 60
4X4
Optional Hip
Joint Detail
Partial Framing
Plan
0 40PSF REF VALLEY DETAIL
5 7 PSF DATE 01/26/2018
0 10 PSF DRWG VAL180160118
0 0 PSF
5 57PSF
t.FAC,1.25/1.3311.15 11.1
ACING 24,0'
Valley Detail - ASCE 7-16: 30" Mean Height, Enclosed, Exp, C, Kzt=1,00
Attach each valley to every supporting truss with:
(2) 16d box (0,135' x 3,5') nails toe -nailed for
ASCE 7-16, 30' Mean Height, Enclosed Building, Exp, C,
Wind TC DL=5 psf, Kzt = 1,00, Max, Wind Speed based on
supporting truss material at connection location:
170 mph for SP (G = 0.55, min.),
155 mph for DF-L (G = 0.50, min,), or
120 mph for HF & SPF (G = 0,42, min,),
Maximum top chord pitch is 10/12 for supporting trusses
below valley trusses,
Bottom chord of valley trusses may be square or
pitched cut as shown.
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members.
All plates shown are Alpine Wave Plates
3X4
12
12 Max. I-
2X4 X4
— 8-0-0 max
4X4
12
12 Max, I-
1X3
1X3 (Max Spacing)
3 5X4/SPL III
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 80% length of
web, same species and grade or better, attached with 10d box
(0,128' x 3,0') nails at 6' o,c, In lieu of 'T' reinforcement, 2x4 Continuous
Lateral Restraint applied at mid -length of web is permitted with diagonal
bracing as shown in DRWG BRCLBANC1014,
Top chord of truss beneath valley set must be braced with)
properly attached, rated sheathing applied prior to valley truss
installation,
Or
Purlins at 24' o,c, or as otherwise specified on engineer's sealed design
Or
By valley trusses used in lieu of purlin spacing as specified on
Engineer's sealed design,
www Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Valle
Spacing
Pitched Cut
Bottom Chord
Valley
Toe -nailed
12 �
10 Max, I-
2X4
20-0-0 (++) D
® a
Supporting trusses at 24' o,c, maximum spacing, w e
wwVARNORGIM READ AND FOLLOV ALL NOTES ON THIS DRAVINGI E
■NI11PORTANTww FURNISH THIS DRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS.
Trusses require extreme care In Fabricating, handling, shipping, Installing and bracing. Refeto nn
follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) forr safet
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 ch
shall have a properly attached rigid telling. Locations shown for permanent lateral restraint of wel
shall have bracing Installed per BCSI sections B3, B7 or 1110, as applicable. Apply plates to each fac
of truss and position as shown above and on the Joint Detalls, unless noted otherwise,
RI Refer to drawings 160A-Z for standard plate positions.
Alpine, o division of ITV Building Components Group Inc. shall not be responsible for any deviation f
this drawing, any Failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
AN ITW COMPANY installation 4 bracing of trusses.
\ \ 514\ Earth: Cil \ Ex resswa e A seal on this dravi g or cover page listing this drawing, Indicates acceptance of professional
11514e\242 Y P y Fong an n8strusspoonesbility�solely far the design shown. The suitability and use of this drawing
y responsibility of the &Adlrg Designer per ANSI/TPI 1 Sec2.
\ \ Earth\ City,\ MO\ 63045 For more Information see this Job's general notes page and these web t
ALPINE, www.alpineitw.comi TPI, www.tpinst.orgi SBCA1 ww%sbcindustry.orgi ICG v
Square Cut
Bottom Chord
Valley
i1ltYll !i Il
W ea
�,C,E s
No, 86
STATE OF
All
0,11#0 oil
V/n
`��®AYYA�dI�f! 11i�A�
2X4
Stubbed Valley
End Detail
ses
4X4
T—
Optionat Hip
Joint Detail
t 24' loke
Partial Framing
Plan
LL 30 30 40PSF REF VALLEY DET
DL 20 15 7 PSF DATE 01/26/2018
DL 10 10 10 PSF DRWG VALTN160118
LL 0 0 0 PSF
LD, 60 55 57PSF
DUR,FAC.1.25/1.33 I1.15 11.1
SPACING 24,0'
I VALLEY FRAMING & BRACING DETAIL I
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 II, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10,180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® +CRIPPLE
ripples 4'-0" for 30 psf (TL)"and 20 psf (TD) Max.
ce the Grippes for each row starting from the valleys or sleepers
working Inward to the ridge board so that cripple locations are
gered between rows.
ITYP)
innection Requirement Notes
2x6 rafters to ridge
416d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(ie) 816d face -nails
Rafter to sleeper or blocking
5 16d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
316d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Cri le to urlin
316d toe -nails
rr P
`Inv"`� �" `� "`�"'�"` """) 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 V-0" to 10'-0" Tong
nailed w/ 2 -10d (0.148"4") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of cri�pie with 10d J0.128"x3.0") nails at 6" o.c. "T' or scab must be 90% of cripple length.
Cripp es over 10'4 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 coifing n ire nails u le current NDSoth rwise. me ! ,e
Nails are common wire nails unless noted otherwise. n
���.�r; •��GEN�F••. C�
(A) (B)")
w VARHOQi READ #M rII1W ALL IUrES ON TTaS MAVBtq a
--DfWTART" rMIM T= BRAVING To ALL 0M IRACTORS D43JMDG THE INSTALLERS, n • * C LL 20 30 40 54 REF VALLEY FRAMING
Trusses reghMe extreme core h fabricathg, huWUg, shipping, Insta(lkg and brodng. Refer S * • C DL 10 20 7 7 DATE 10/O1/14
follow the latest edtlon of BCSI G"dhg Coiponent Safety Infornapm, by TPI and SBCA) for 'c7;, fsty •
wa%ces price to per fornkg these functlors. Installers shall provide tenporory bradn0. per D,�SI STATE O� •
unless noted otherwise, tap chord shalt have property attached structurot sheathing and bottor¢c °ei Qr BC DL 0 0 0 0 DRWG VACNVIS01015
shalt have a property attached rW erlhg. Locations shown for Permanent lateral restraint of � i t/`� e shalt have brocig Instatled per BCSI sections B3, 37 or RIO, as apptkabte. Apply plates to each �V --
I� of truss and positlon as shown above and on the Jdnt Betalls, unless noted otherwise. '7s •o q Q►
a Lp� Refer to drow6gs I6GA-t for standard plate positions. aao° •00 � 0R,O �.•f ��� BC LL 0 0 0 0
Alpine, a *Airm of nV Butdng Components Croup Inc shag not be responsible for any devlapm f ••ed•
RioNy ,.eoje F
pis drowbg, any fozhre to bulld the truss In conformance with MSU PI 1, or for hana0.kg, shhlpplrg; ° f` v\.,i��� TOT. LD.30 50 47 61
Instaltathon i bra ° ONA�„
A seat on pis d�rae p tar cover page ltsthe V& deawhp, Indicates ameptanc* of, proiessksat ii tt
solely f� tM st—IN The shitabstty and ,� of etas dro t
13369Lakalronl Drive �la,g B°sq"'r' pe'' ""Svrnl I s.cz. �° N DUR. FAN. 1.25�1.15
EaM City, MO 63045 For more Infwlt..capon see this 's l notes Re and these web srtesh A'S// 0 SPACING SEE ABOVE
ALPI<Fi muipheltw.eoro TPL ne. SBCM wow yora tCl7 hmlasaiearp l/ ! 2 1.�