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HomeMy WebLinkAboutTrussIf
0
40'-0"
Labeled End Mark
Total Truss Quantity = 8 6 DIMENSIONS FOR BAY WINDOW JACKS.
THIS IS A TRUSS PLACEMENT PLAN. ITS INTENDED TO AID IN THE INSTALLATION OF TRUSSES. ENGINEERED TRUSS DRAWINGS AND
ARCHITECTURALS SUPERCEDE THIS DOCUMENT.
PtAA't"A AvLa. W-40n
Uc- AP-0 a tll o-c--
PP'R.O�fI
i
PLUM
REFER TO
PACK FOR
CONNECTION.
c.n
1
9 O
2-0
TYPICAL TYPICAL 7' SETBACK
CORNERSET LABELING
AND SPACING
DIFFERENTIAL
(SEE STRGNGBACK LETTER
IN ENG. PACK)
10
12
General Notes
1) All parallel chord trusses, flat busses and Bat
gliders have the top chard partially painted green
to be installed gran aide up.
2) All hangers to be Sbnpson HLIS26 unless othoWN.
rated.
3) All truss spacing is 24' O.C. Wass otherwise
noted.
4) Par Try Plate InsbTuts SCSI—B1 recommerdalian
permanent X—bracing should be placed at a
madmum spacing 15' O.C. across the span, to
be repeated at a madmum of 20' between each
X—broce throughout the structure.
Please refer to B(51-81 for any additional bracing
details.
ROOF LOADING SCHEDULE
TCLL = 20 PSF
TCDL = 7 PSF
BCLL = • PSF
BCDL = 10 PSF
TOTAL = 37 PSF
DURATION = 1.25 %
WIND SPD/TYPE= 160
ENCLOSED
BLDG EXPOSURE = C
USAGE = RESIDENTIAL CAT II
WIND IMPORTANCE FACTOR= 1
UPLIFTS BASED ON= 9.2 PSF
DESIGN CRITERIA
FHC 2020
TPI 2014
Truss member d.V & connator plates
dcsi66nncd for AS7-16 and maximum
fore., form lm h.omp—acts and claddings
;rod main wind force resisting systems.
• Tl,.. I—, have h.. reviewed to —.a
additional wo psfnon-co utrent bottom chord live
lava.
FLOOR LOADING SCHEDUL
TCLL = PSF
TCDL = PSF
BCDL = PSF
TOTAL = PSF
ROOF DESIGNED FOR
SHINGLE
ALL REACTIONS
AND Sul"T 1'S
ARE SHORN ON ENGINEERING
01 WALL KEY
® 0
LOAD# DESCRIPTION INIT. DATE
m�6r r0/eN50 Vaia RJII
e/e/19
arm
ItOICNEa RUMaiJLm RAY PHN
9A)A9
Rm
rxroaa rtwmc Rr< sin
anarA
I I
LOAD# DESCRIPTION INIT. DATE
CARPENTER
10 CONTRACTORS
OF AMERICA
3900 AVENUE G. N. W.
WINTER HAVEN FLORIDA 33880
PHDN': 8OD) 959-8806
FAX- (863) 294-2488
BUILDER D.R.HORTON/BREVARD
PROJECTCreekside
MODEL 1756/EASTHAM/EXPRESS
CCA PROJ/MODEL/ALT
7A5/320 175EA
ALT DESC
OTC
LOT 106 BLOCK
DESIGNER
PAGE
RWM
1
DATE
01.14.2014
LAN#
A4 "=1'
372962L
1
Builder:
Project:
Model/Building:
Lot Alt:
ENGINEERING PACKAGE
C.R.HORTON / BREVARD _ _�
7A5/320 CREEKSIDE _�
175EA
Lot: 10 6 ��
Address:
......................................................................................... _ I ................................ .
JobNumber: N372962
...................................................................................................................................
i
Unit:
Revision Date: New Load #:
i
®� CARPENTER CONTRACTORS OF AMERICA, INC
3900 AVENUE G. N.W.
WINTER HAVEN, FLORIDA 33880
PH (800) 959-8806 FAX (941) 294-1934
1RH01--- --- ---'�
0
ti
ALPI
AN nwc6wANY
Mr'. Bob. Michaelis
Carpenter:'Cd.htraIct6r:'sI America,: lnc. Ax!er)ue G, ..Northwest-.
Wjht6r RiV&h,,--'FL 33.660-6201
Rq: AItqrjnptiV6: lhstdllatlons.. for 6 single 01}.. dariii6d ttj,§s with a width Jess than' tho-hangprwidth .and"
1, L unt(§d.*h n aratt woodblobking.tp- p-qh�jpys fbil d -for -fa6e�,r�d, 9.9 1- n. sign Pei va u . .a6hi-h6nt 6' -,a, one ply
.i;UPOOrtihj girder (Reference M611 WA3M2).-.
Dear Bob,:
Fora single ply carried truss with awidth le'ss than'the'haR'gee. Width -you" can. .ihstall'.a.prefabricated jack
scab .truss: for. woodfiller bj6ckihgk:The- dhord, sizes; ..c* rd.gTpOes, and to.
be the'* same as the sin-gle: ply -canied truss. Th6 prefabricated .j k:sdab*twss(*y:willhav'&-a ..mini-mPM
length of 48'� and will have a. minimum pit6h-:of-:5fI 2, The single ply. careled'."trusg -shall hav6.,a reaction of
3, . 500 - # or - less. . Attach . Prefe . 1�6 . ca . t . e . id . j . a6k - :s . ca . b-tnuss wi . thtwQ.(2) rows :.'of0A28'"xS,W'G . C . in* Nails E'it.2'
Figure more
�010*-PpqP216(17 _. .. ...e information;
Figure I
Fora singlepIy'*,gA.Mer -that requires Wood blocking to,tChlVe.U1 design load value for face -mounted
hangers -attach one wood- block to the back face of -'the s"16.9je:.pl'yg!..rderoththqgamesiZ6.an'd
grade. -d8the bottom. - bhbtd. Of'the. single ply girder. The. wood: block 6nqth to e 4,. such that"th6*wbdd
blocking -..extends to e6qadj#e'nt` panel points bott
om intersections): : Attach wood
block04x3.0" O' ' 1� 'un' N"aiijis ait'O' OJO.. per row,. staggered 3.0" applied to the
:--O2,8685
mwmalpffiekw.-com
I.-
ALPINE
single' p .jy-girder n- face, with. aadditional .20 --2Wx3',-'W Qun*.Najjsp�--:epch panel .point appUed tothe,
Wdod blodk.fa4e (.See FiOLjtd'*;Z WO 'PleAS6 t;bf6r . to the .Simpson .8;teohOLMe.C-tdIbg C-G'2019j
pade 216-,. thdr&- irifdtMatl6h.
.. ...... ...... .... ..............
The -appli.tr4tiah of prdfbibh , baited jack scab ttul§s fdr-W6.od fllkirblodkingl:of wood blocking -to; a0h.iqve. fdIl.
design joad'ya(lue for fqce�-mqunt 6d hangers, Must be..apprpvel by the -hardware: m.anqfqdq:rer:
All edge .and end distances, and isp.46hofor gall nail connections md8tho sui�c':iEinttci'prevent-splitting of
"wood.,
If. I can.beof any. further assistance, -or if - you 'have anyqpestions; pleasej!ye-rne a call.
'A
U
STATE
Williatp H.- Krick: .P-E-.*.
Rol,
Chief Engjh6et, ORA Do
A
Alpine -an. I"11N. Company
fjn.eC'.ring P6pzkftm9nl.
OdandoiFL
675076'r"U"MY - DrW6. Suite3306 Oflan&, F4 $282.1 - (863) 4.22-8585
W-W..W-�Ri,: 1W, . plt*6.
ALPINE
M"COW-Mo
April .pn I
Mr. Bob Mich'afe'li's
Carp 'eri .e�ter* Cohtraidtor� -of.Arn ** d;Ef, Inc.
Avenue is;. Nprihwe4#
Wintet Hbv6n, FL 33860-6201�
Dear. Bob,.
.M Str6n-
dbabk brid.gihgo"'tif6bf-trussi*
I qnderstand -there. 1' %§&66 concern over ourdb"mendati6ngf6r*strbhgback.bNdg.ind'ot.rooftruss.
es,
4 b 'gftong�Ack- bridging -for rodf-trusses is not -a -reqqirernent'pf:ANSj-�TPl 2.Q14 nor is a rpquirementofthe.
- .
Building Q6m'p0rj6nt -Safety- information- .(-BCS .But -strongback. bridging- -brY rooftrusses is
-QdhIr—d-dt6Nrb .-Aft��flca: "Stroh-gtiadk ... UMOM1.1k
recommeOdd-bg Car�eht6f
functions:'
One, bridging aligns the bottom chords after they: are- set so. they are uniform_ along the ceiling
ffne and helps wi:ceiling serviceability
Twoi bridging redu.pes fdativd d6fkacti6n of. adjzic&ht4ftiss&s:
Strongback bridging .do6s. not: prevent .or reduce -overall individual ddloctldn, espedially -any rboftrUss69:
deff mp.re. fhan 1/41 inch.
S&ongback. bridging in. roof. truss&s d 's 'not serve- As feftobia ry..6e �eiftna`fi6ht: braci
ng jing .and is not
.hatb.,design Toads: . ads: between s.e.s. Cqnsequenfi�',. no design load* -hav
intended to distri6ute. or.s''
-been accoUnted for'With this.det;Wl dh . d doritihUbLis W6hgback'.bMdgihd should hdt:bd -.attached beitwden-
n.
60mrnon and girder trusses-.- The. use :of strongback bridging' shall not Interfere with other Oesi9 ..
cbnsiderati6ils as spbc7iflOd.bthe Engineer 'of R, 6cdtd dr the. Building Designer:
Tile oLfter -bhds of tFie strorig!:iack bddginq:shal be attoched.-Io a wall or another secure end.-resiraint- -cit
ap..sppcified:by the Sridlheeir of R&botd &.thd BLAIdinq,.D6sijh&r.
.Sfr6fi '9'b6ck- bridging shall. be �a. minimum :Of 2Y..6 horbinat tumib&. oriented -)With th'e depth veffical". Attach
wifh (S) f8d -common. pails (0.1'62NI-Y-) nails at. each intersecting member': -When extending the
.strong . back bridging overlap by at. a.minimpm of two trusses. The -location: Q.f fho.-qtrong#ack: budging
maybe specified :by file Truss Manlidf6a ut.6r, Engineer 6f Record, or Building Designer." Please raf&to-
blb8l `Str6ngbAibkfijg'Prqvrsions`' or to Apine,: MOM.9.kl.014 detail for more. information. The. graphic
§hoWh -(Figure_-1) is for generic :jhuM*r4" purpose only.
,6760 F6rurn Drjve:Suite 305, QriMdo, FL 32821- (800) 51�147K (8631.4�128685
.vM pinei pom-
A . LPINE
AGt
FigL;re.l.
If Lcan .bi i of any fUf6i§rassistance` or -if -.you"heive:-.ariy qu.esfions, please; give. me a call.
WjIfttiil:H,.Kdck P.E.
pbief . gnigiqper
Alpirle an ITW--:Cq.mi3anv
Engipeerin* D605ttmi ''fit
9 e
-Oeidn.do- - FL. VqZl-
676.0 Forum Drive Suite.-305Grlanidb.,-FL 3282-`1-i (800). 52-1-9.790- - (63)-.422468.5-
W"�tilpiriebvxom
STRON6-BAtK'WkIDGI NG RECOMMENDATIONS
STRQNGBAO<
AIL sc6br-6n blocks 'shall,..be: -m minimum. `i&4.
is-We�;s gradedgraded.lumber: ,`
BI1UT-T.ING TOGETER.
RIDGI
so.-AL -sitrongback bridging and bracing shall ,be :..a.
M14mum CX,6 61 ,0, lW4bL60---,1
M►-The P'Mrpas* of strombb.ack :brld6lh .'N;. to.
Q. I " , ,
SCAD VIITH'IDd;BDX/GUN
"
-develop load sharing sharing �iitvegn,'- InriKddUdl trusses,
Lo� 2.X6. .0 !x Q' RtNiS`A.T
6. C.
'r?s.tVtlno I' 4)1 iralf . Ine se, In, h
SCAB:41
NOTE! -.'IN LIEU.':CF 13
SPLICING. N,
t1f#n* isr -the- floor.'system $k6l
.:of
LAP "STRONGBACK-11RIDOING H - 11
F13k-:AT LEAST ONE -TAUS=-,S ING
st "..ngback. btldglno; pokltlohdd. idL!i;-. ---s'..h'b.wh' In
details, 'is 10' �0` kmak.>
STREINGBACK, BRIDGING:'
rec.ommended .at o.c.
NOTEj DLstalls j1 and 2.-;ar1L- the :p'Y.,ef erOeU' dtta:hmeh':t Methbds.
4.The- terms: 'brWbIng'1 :end someilmes
ATTACH SiR6m6kk'-rb
mistakenly : -.use.cl.*-Interchangeably: • `Trqdh6`Is- :qn
" * �:_ -
iJEB:V/ �M)' IQd-'C13MKON
(0,1AILS NAIO
i'mpqrtan`V structural, r;e�Ulrvt4eh-t- bf '' t"
qny I f oar,
.N
B?XaD') NAILS
pr roof5ys.tem, Refer -to- :(;nei: Truss. De.91 h
-Prq;*Ing (TDD) -f&r 'the;.bratInij rL*.q.juIr',-'6m.ents -fb-
,edcndIV �
IdUat"Br.fdghg
ystbng''sMrk�d
pecm
6I'e.
mhatfoS.Ysttoh PtIh
rIA:
add tide: *6-ad1rg.]n.,
contra v ratio). -:
b.e 4&� adjaCL-
-W dIstt4.1b.U.t1an of pbln.t'
.1bads
-truss., -st.romgback lordgIng serves 'to reduce
-10d
STRONGBAGK BRIDGING.,
SPACINTREQUIREMENTS
Uo-ia IV
Nbhe. riisubry
G'iQ,?V
I-M-W CVFkr bf�_�
EV, ia.'m
2•rm. a d Ofidi In DOS)
3W ia .40
1
3;;,—,w
�a rois eFoft:
.Ouric.-05. Or es, MoL.
Moying Point l060(s;-:such as footsteps:
THe OerformancLe. of -all 'floor :systems -are-
enhanced' by the. lht;tattat O.h of strongback
bridgIng and -thew`e'for*:ii. strongly, recommended
by Alpine,
For addItiondt JnfdPmqt't(5n rebqrdlhg stroqqbp,�4
'bHdoIng, re-feir Component
Sa'f-ttNi' Information).
--a
ATTACH STRDEBAM!
w,
Ta BUMM 4 CHORD'
(P:#Io
STRONG S7ZE
"BACk BRIDGING' ALTAih
'.E--JRWATIY-E.S a Ma FM1"XL401M'N1TM*nMWM LL. PSF* REF STRONGBACK
cmm==
d: iy.
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"i, Wo.,
-00144r 4tior Tkt-li§a Worm VALLEY -FRAMING
L d-k R-AFmR-.OR RIDGE
f4j 2*6-50,q 4W]
CEO
Putirm-
i(AtRpAM4'24 psf bij'-4id 20 P01' (TDJ Msix.
sprs
&Ria8paca: t ie crlppgo\w1u :f4t ag(oh is fMm -vWIsys br-sloopers
irwvv1jkf4V. ki id 1&4tso thattrlppte (ocatlops are
V ox:(TyP I
TO. VALLEY RAFTER
r=L 17
AF&ION CUT ,ALL
L lu`
f.ticfdp
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(M)
of Viaoe.y Z!�-
.. pr
.(WIfioro
aEAM.AVERV 74FUX
RAFTERS
. di, . w,.iiid ni(I( .. U�"y4s.jhl4uqI vblibathl . it . g . fhto .,. p - udin With a
M)nfiAup.*f:1-9d 10.*..141"Y.2-t) oQ!tlgshp V9,0 Or,*
X.VAII . UY'ke
"Id
height, 1,0.tuet
-Max[Mu(n
mp.
mw
-VALLE
'AO. PLAN-
Y
EEVF-(IRAFI
A- by-vihers) U4?80 . 61C
arson *see ,n,,,,,,,!, i
rr 9f. r�alls We
IFs(eapars.are.nol used;.
9.4
Auvml bifidlft'j isri=
'Nat
- - P-9
gill.
3.
ciloole.,taftfibf.
qjt sheathln§
. .
(44) a
5.16ditog-nulls
4.
Rjjfjjfrfd-4Idipaf4�'bIbtkIhg
sleepers.'
4 1 Od tde4a I rs
4'Y.6d td&ftaft
3 100 td6.njI1s,eaAh slaeperjktrmss
6.
!:Md9e:bohrdAi2 roof bldck
4 154 toe-MUS
4.14141-tOgAqRs
8.
.-Frufflif to (TY91-
Trisi.m.,61akitkir
gAm USED) .13.
4 mdUe-nalls.
dOMMbff
NAUA
ON' loft
�-oojo W210-14nal tL
,
se.s
(-A,)' Q�
46 54 grul 'Vid.0v AA,{ W-ALL=.
to. TC DL- It ZO 7 1 DAT9 10191.,lk4
urk Mt.
QC! bL .0 0 0 DIRWIS 61-1801
Bc. Ll" 0 .0 0 0
'ViT. LD 59 47 61
16
or--,-v
' Face -Mount Hangers - I -Joists, Glulam and SCL�
N
N
.. ... .. .... G
EDThese products are available with additional corrosion protection. For more information, see p.15, Codes: See p.12 for Code Reference Key Chart.
Joist
Size
(in)
V
Model
No
Carved
Member
c Dimensions
in.
Mind;DF/SP
MaxSpecies
Fasteners
(m)
Allowable Loads
Code
Ref.:
a
Web
5bff
R, d
W
'
H
B
Face
Jost '
Header `
SPF/HF
Species Header
Uplift
(160)
Floor
(100)
Snow
(115)
Roof
:(125)
Floor
(1p00)
now
-Roof
IUS2.56/16
• -
25/a
16
2
Min.
(14) 0.148 x 3
-
70
1,660
1,805
1,805
1,425
1,555
1,555
Max.
(16) 0.148 x 3
-
70
1,805
1,805
1,805
1,555
1,555
11555
21/z x 16
MIU2.56/16
• -
29/16
15346
21h
-
(24) 0.162 x 31h
(2) 0.148 x 11h
230
3,455
3,920
4,045
2,970
3,370
3,480
U314
✓
29/�6
101h
2
-
(16) 0.162 x 31h"
(6) 0.148 x 11h"
970
1,945
2,205
2,375
1,675
1,895
12,045
HU316 / HUC316
✓
2ati6
141/a
21h
-
(20) 0.162 x 312
(8) 0.148 x 11h
1,515
2,975
3,360
3,610
2,565
2,895
3,110
IBC,
MIU2 56/18
•
29/i6
177Xi
21h
-
(26) 0.162 x 31h-'
(2).0.148 x 1'h '.
.230
3,745
4 045
'4 045
3 220
3 480•'3
460
LA
21h x 18 -
✓ °
29/�6
, 14'/a-
2'h,
,-
(20)�0.162 x 31h „-:
(8)' 0.148 x 1'/?' _
1515
2;975
3 360
..
3 610
2365
-
2 895;
;3,110.
21h x 20
MIU2.56/20
-
12sti6
197/ie
21h
-
(28) 0.162.x 31h'
(2) 0.148 x 11h
230
4,030
4,060
4,060
3,465
3,495
3,495
2'hx 22
to 26
MIU2 5fi/20
,:.
✓
2956
197/6'
i
0.162 x31h`'
=
�(2),0.148 x 1'h
'230
`
a;030
4 06D
4 D60
`3 465
3 495
3,495'
29/16 x 91/4
to 26
29fi6" wide joists use the same hangers as 2'h" wide Joists and have the same loads.
'MIU31219
3?%a
9'f
:2'h
(2} 0148 x 1'h
230
2;305
2 615;'2
620
1&80.
2,245;f:2;425'
,-
HU210 2 LHUC210-2
✓ •:.31/e'
813I+6
2'/z
Max.
-(18) 0.162 x 3'h'
, (10};0:148 x 3 '
•? r 9v
-2,680
3 020
3 250
'2;305
-
2 605
.2,6D0;
IBC,
x'--__2)1148x
1!
z
-3.3,5
,1MIL312
.3,135j2
4Z5_
2695_2,6951
FL,
t_,
3 x /a
HU212-2 / HUC272-2-
,
✓ "
31/a
10-IA6
2'h
Max:
(2210162-x 31)S"
"'V(YOy(r148 X '
1,795
3,275
3,695
1 3,970
2,820
1,1`
3;5-
J.91
HU325/2/H
.3?/a
,.
,1/
,
,
,
3,4707D4(240v
3,735'U.
HU3 25/16 /
HUC3 25/16
`
3'/a
1373/i6:=
21fz
Min
(20) 0.162 x 3'h _
(8) D 148 x 3 •
1515
2;9Z5
3 360
w3 610
2 560
2 890
3105'
Max
,.(26) 0162 x 3'h-
(12) 0148 x 3 x
.; r
3;870
4 365
4 695
3 330
3 755':
,4,040;
-
3'/6gWlam:H0002702SDS
a;+.
•
''' ..
31%aI
., 9•.`•-.
'-„(12j?/a.'k2'h
SDS'"'"(6)1Ja'z2'h"SDS°
"Lo ,.Y.1�
4 5
=v„
3'bt
0:,o;'r,10.
FL
HGUS3:25/10
-
3?%a
85/ee.'
4r.,-
..(46),bA62x3?h'`
(16)4.162x37h
4i' 5:9,100
910D,j'91007,825
7,825;
7,825'
IBC,
HGUS325/12
3^7a
105/e`-'
; {56)'0.162 x 3'h:;:
(20);0:162 x 3?h, '
5 040
9,4Q0
9 4D0'
.9 400
8,085
8,085,18,085
FL
LGU3 25-SDS , . „
• .,
., "'3''%a
8 t0.30
4'/z
'.=
(16)'%4x 2?h" SDS
(12)14" 21h SDS
:5 555.
6;720
r.31D,
' 1J
HHUS46
-
35/a
5%
3
-
(14) 0.162 x 31h
(6) 0.162 x 31h
1,320
2,785
3,155
3,405
2,395
2,715
2,930
3%x 51/4
HGUS46
•
-
36h
On
4
-
(20) 0.162 x 31h
(8) 0.162 x 31h
2,155
4,360
4,885
5,230
3,750
4,200
4,500
;HUS48
396
,615/s`.
2"
-;-
• °(6)_0.162X3?h"•
; (6)'0:162x3'h••;:1o^r
1;595
y,815''1960
1;365
1,555:1,680
31hx7i/a
HHUS48.
-
�36h-�
, T/6;
3',-''=
.(22).0:162x311
.(8)0162x3'h
E
4;210
4770.;'51.4D
3;615
4,095.4,415
HGUS48.^
35/6
.71itc
4,
-
(36)10.162.x 3'h-
�:(12) O l62 x 3'h
3;235
7,46.0
7460
7,460
�6.�15
6,415i'6,415
IUS3.56/9.5
-
35/a
91h
2
-
(10) 0.148 x 3
-
,0
1,185
1,345
1,455
1,020
1,160
1,250
MIU3.56/9
-
3afi6
873/6
2%
-
(16) 0.162 x 31h
(2) 0.148 x 11h
210
2,305
2.615
2,820
1,980
2,245
2,425
U410
✓
3%
8'/6
2
-
(14) 0.162 x 31h
(6) 0.148 x 3
970
2,015
2,285
2,465
1,735
1,965
2,120
HUS410
-
39/+6
815/6
2
-
(8) 0.162 x 31h
(8) 0.162 x 31h
2,990
2,125
2,420
2,615
11,820
2,070
2,240
HHUS410
-
35/a
9
3
-
(30) 0.162 x 31h
(10) 0.162 x 31h
3,565
5,635
6,380
6:44514,845
5,486
5,545
31h x 9'h
HU410/HUC410
• •
✓
3%.
85/a
21h
-
(36) 0.162 x 31h
(12) 0.162 x 31h
3,235
7,460
7.460
7,460
6,415
6,415
6,415
HUCQ410-SDS
• •
-
3%
9
3
-
(12)1/4" x 21h" SDS
(6)1/4" x 21/2' SDS
2,265
4,500
4:500
4:500
3,240
3,240
3,24D
HGUS410
• •
-
35h
9%
4
-
(46) 0.162 x 31h
(16) 0.162 x 31h
4,095
9,100
9,100
9,100
7,825
7,825
7,825
IBC,
LGU3.63-SDS
• •
-
35/a
8 to 30
41h
-
(16)'/a" x 21/z" SDS
(12)'/a" x 2'N' SDS
5,555
6,720
6,720
6,720
4,840
4,840
4,840
LA
MGU3.63-SDS
• •
-
35/a
91/4 to 30
4'h
-
(24)114" x 21h" SDS
(16)1/a" x 21h" SDS
7,260
9,450
9,450
9,450
6,805
6,805
6,805
IUS3.56/11 88
`. --
35h
ii la'S
2,
`--
'''(12);0148 x 3 ""
. , -,';- ,
1;420
1;615
i 745+
1;22D
,1;390i
1,485'
MIU3.56/11, - ;,' ,
,.
�, , ...36/+6,
11?/s'-
21h,
--,.-.(20)i0162x317z
(2)•0:1, x11h
�210
2,880
3;135
3135
"2,475
2;695'
2,695'
U414
✓
'3sfi6
:10 _
2
: - .
' {16)t0:162 z 31h-
.. {6)-O.i-4 x 3 ',
' TO .
2;305
2 615I2
820.
1,98D
2,245-'2,425
HHUS410
•
' =.;
3.6h
• _ 9,,=`
3;-„=.
.(30).0162x31h'.
_`(10),0:162x3'h.
35r65:5;635
6380
644
;4,845
,5,486
,5,�5:
HUS412 =_
�°
' =_":
'39h6
:10'h'`-
2
' -
(10)0:162 x 3'h` `
(10) D:162 x 3'Jz ;
-3',.
2;660
3,025
3 265
2;275
2,59D
2,795,
3'hx117%s
.HU412LHUC412
3?/i6
1Oi6
2'h
Min .
{16) 0.162 z 31h'.
{6} 0.148 x 3
'1135
2,380
2,685 ,
2 89D
2 050
2,315
'2,490
Max.'
(22)0.162.x3'h
(10)0:1,48x3,,;",rd5:3;2753,695;I3,970I2,820:3,180.13,425.
HUCQ412 SDS .. -,.
•,; ''.'..
;:-,
35/+6
11,`
=
'(14) i/a„ x 2'/z" SDS
' (6)' /a" x 2'lz''SDS2
ct
:4
C +5`
fi t 43;630
3;630
,0 tv'
2.:
HGUS412. ..
•; •:;
-='35/e•-•,,10�6.
4,
(56)0:162x31h•
-.(2D)0'.162x'31h';.5040
9;40D
9;4DQI;9400:�8085
8;085;8;085
" .
'CGU3:639SDS _ -
•_
135/a
: 8.to30
.4'fi
=
(16)"1/4'.x2z'::SDS
(12)1/a2J/2"SDS;
5,555'
6,M
"6;720
;6 720'
4;840
4,840
-0,84D
MGU3 63-SDS
�.35/e
'9?/4,tg30
.41h
":-
(24) ?/a" x 2?/z"SDS
(16�'/d' x'2'h"•SDS
7,m,
9,450
9450
9 450
6;805
6,805:
6,805
HGU3.63'SDS •
•. !
'
3.6/a
i al to 30
4'h
`-.
(36)"1/a" x 21R-'. SDS
(24)'/a' X 21/z-SDS
.i,46.1
, a;16r'
,,160
i ,16J
,'70
.) S
0,4; �,
46
See footnotes on p.150.
. THA/THAC
Adjustable Truss Hangers
This product is preferable to similar connectors because ;
of (a) easier installation, (b) higher loads, (c) lower installed I
cost, or a combination of these features.
The THA series have extra long straps that can be field -formed to
give height adjustabifity 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.
0 See Corrosion Information, pp.13-15.
v Installation:
m .
• Use all specified fasteners; see General Notes.
O The following installation methods may be used:
0
W Top -Flange Installation — The straps must.be field formed
over the header — see table for minimum top -flange requirements.
I- Install top and face nails according to the table. Top nails shall
a... ......not- be_within.'/..4",_from,tbg,edge pfAe_tnp-flapge.members.. For_
~- �= theTHA29, nails used forjoiscattachment-must-given at'an
a angle so that they penetrate through the corner of the joist and
into the header. For all other top -flange installations, straighten
the double -shear nailing tabs and install the nails straight into
the joist.
• Face -Mount (Min.) Installation — Install face nails according
to the table, with at least half of the required fasteners in the top
half of the header. Not all nail holes in the straps will be filled.
Nails must have a minimum 1/2" edge distance. Straighten the
double -shear nailing tabs and install the joist nails straight into
the joist. The face -mount (min.) installation option accommodates
conditions where the supported member hangs either partially or
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 comer of the joist into the header.
• Uplift — Lowest face nails must be filled to achieve uplift loads.
y
Options:
• THA hangers available with the header flanges turned in for
3s/e" (except THA413) and larger, with no load reduction —
order THAC hanger.
Codes: See p.12 for Code Reference Key Chart
1 a/4' for
THAG422_
for
f22-2
f26.2
THAC422
Brie
1.Y4' typical
2�1' for THA422-2
and THM26-2
THA418
Double 4x2-
Use full table value
2 face nails
Single 4x2- \
(total)
,.,. 4 top nails
See
(total)
nailertable
.
�
double
and install
1 the joist
Typical THA Top Flange
Installation on a Nailer
(except THA29)
THA422 Face -Mount
(Max.) Installation
Straps may be installed straight
or wrapped over with tabulated
face nails installed into top
and face of heads
® Doubla-Shear 1 Y
I Double Nai6n Dome Double -Shear
f Shear I r g
Side Nailing Side View !
View;
j Nailing (Available on
Do not
1 Top View bend tab some models)
Straighten the
double shear nailing tabs
and install nails straight
Typical THA422
Top Flange Installation
on a 4x2 Floor Truss
THA44 Face -Mount
(Min.) Installation
lyplucu r mica
Top Flange Installation
er to
tnote 5
p.187
86
Simpson Sfrong-Tie° Wood Construction Connectors SIMPSON
Adjustable Truss Hangers (cont.)
6) These products are available with additional corrosion protection. For more information, see p.15.
0
I7
e
Dtmenstons '
'
s
Fasteners
aF/5P
SPF/HF
x
in
; Mn;YMin
ag (m)
Allowable Loads `
Allowable Loads
M1
-Model
Top'
Header
, s
Cade
Flange
;bel
CarrymgMember 5
Carved
Roof!
Upirft Floor Snow
_Roof/ ;Ref
Uplrft Floor, Snow
W
N
C .
Cn)
f n)
Member
=Wind
(160} (100) (115)
Wmd a
(16D) (100)
�_
..
•
at a.z...<�..
,.�.,.
(1 25/160)I
ffi ice.{"' G $) Y i '}'n
{ ,,1 tf£' 4
Pi
jy,'•t
Y° 'i x
Y ,
ZG {Ian
InStGltatrdl,
L4
11/2
-
(2) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
1,750
1,750
1750
450
1,330
1,330
1,330
THA29
18
1 %
911A6
5'/s
27A6
-
(4) 0.148 x 3
(6) 0.148 x 3
(4) 0.148 x 3
525
2,610
2,610
2,610
450
1,985
1,985
1,985
THA213
,..
4)13
1,
46
.198x'h
a
THA218
18
1 s/s
17S46
51/2
2
-
(4) 0.148 x 3
(2) 0.148 x 3
(4) 0.148 x 11h
-
1,460
1 460
1,460
11110
110
1,110
IBC,
THA218 2
16
31/a
17"tis
8
2
-
(4} 0,162x 3'/i
(2) 0162xx 3'/zRio,
'_•
THA222-2
16
3'/a
223As
8
2
-
(4) 0.162 x'31h
(2) 0.162 x 31h
(6) 0.148 x 3
-
1A0
1,9951
1,995
-
12490
1,515
1,515
LA
THA413
18
3s/s',135/s
4'h
' 2,
;,-
(4)0:148x3
.(2)0148x;3
;(4)�0:148r3
-
�v
1131
t,,00
17a5�`
1 ale
THA418
16
3%
171/2
77/s
2
-
(4) 0.162 x 31h
(2) 0.162 x 31/2
(6) 0.148 x 3
-
1 n60
1,995
1,995
-
1:490
1,515
1,515
THA422
16
3s/e '
: 22
77%3
2
-
(4)tO l62 x 3'h
'(2) D 162 x:3'h
(6)05148,_ 3
-
t az 1
;1 11
yU
1 01 t
l t3 '
THA426
14
3%
26
77/e
2
-
(4) 0.162 x 31h
(4) 0.162 x 31h
(6) 0.162 x 31/2
-
2,435
2,435
2,435
-
2,095
2,095
2,095
THA422 2
<14
71/4'`:
22 5s
9�c
- 2
N
(4) U162 x 3'h
;{4) 0162 x:3"h
{6j G_i82x�31h
~-
3;330
300
'3 330
2 865
2 865
-2,So r
-FL -
THA426-2
14
71/4
12614.1.
93/4
2
-
(4) 0.162 x 31h
(4) 0.162 x 31h
(6) 0.162 x 31h
3,330
3,330
1 3,330
-
2,865
2,865
2,865
Face-Mount(Max7 nstaltaboh
}
,'
3
d t
.i•
,N N
,�
z
THA29
18
1 %
91146
5%
-
9"As
-
(16) 0.148 x 3
(4) 0.148 x 3
525
2,265
2,265
2,265
450
1950
1950
1950
THA213
78 k
13s
5%'
13is
=
(14)0148X3
(4)0;148X3
THA218
18
1 %
171i6
51h
-
173i6
-
(18) 0.148 x 3
(4) 0.148 x 3
855
2,450
2,450
2,450
735
2105
2105
2105
THA218-2 :
,1fi
"3'/e
1 Ttis
8
14'fis
- ` ,
(22) 0162 z:3'h
(6,0162 x�'1h
:•. .. •.
1855
3 '1 .
o l ..
..
1;59 5
-
�
rG
-:
.. a
_'
IBC,
FL,
THA222-2
16
3%
22Yiis
8
-
14%
-
(22) 0.162 x 31/z
(6) 0.162 x 31h
1,855
3,310
3,310
3,310
1,595
2:845
2.845
2,845
LA
THA413. '
18,:'3s/s
•134s
4:1h'
133/a
-
(14)0148x3
(4)0146x3
a
cu4y
',�4U
`>
THA418
16
3%
17%
77/s
-
14%
-
(22) 0.162 x 31h
(6) 0.162 x 31/2
1,855
3,310
3,3101
3,31.0
1595
2:845
2,845
2,845
THA422 ' ;'
16
3s7a'.
:,22
Na'
14 'A
- , '•
(22) 0762 X'31/z
(6) 0162 X 3th
;1',855
3 1(1
i
3 i,
15957
2:8
2 8 .
85-'•
THA426
14
3%
26
7%
-
161A6
-
(30) 0.162 x 31/2
(6) 0.162 x 31/2
1,855
4,415
4,480
4,480
1,595
3,795
3,855
3,855
THA422-2 i
.14
; 7�/a
"f s
93%a''
163fis
-
(30) 0162 x 3'/z
{6)'0.1.62 x 31h
1,655:.5,1
.0
5 52D
: 5 520 ",
1,59'5
4,445
4,745'
THA426-2
14
71/4
2614s
93/4
-
18
-
(38) 0.162 x 31/z
(6) 0.162 x 31h
1,855
5,520
5,520
5,520
1,595
4,745
4,745
1 4,745
1. Uplift bads have been increased for earthquake or wind leading with no further increase allowed. Reduce where other loads govern.
2. Wind (160) is a download rating.
3. Min. top flange refers to the minimum length of strap that must be field -formed over the header. The tabulated bads for the THA29 with 11h" min.
top flange are based on a single 2x carrying member, all other top -flange installation loads are based on a minimum 2-ply 2x carrying member.
For 4x2 truss carrying members with double top chords, use the specified fasteners for full tabulated values. For single 4x2 top chord or nailer
applications, refer to the Nailer Table.
4. Face -mount installation bads are based on a two-ply 2x carrying member minimum. For single 2x carrying members, use 0.148" x 11/2" nails in
the carrying member and tabulated fasteners in the carried member, and use 0.80 of the table value for 18 gauge, and 0.68 of the table value for
16 gauge and 14 gauge.
5. For the THA 2x models, one strap may be installed vertically according to the face -mount nailing requirements and the other strap wrapped over
the truss chord according to the top -flange nailing requirements (see drawing on p. 186) and achieve full tabulated top -flange installation loads.
6. Refer to installation instructions regarding fastener installation into carried Qoist) member. Based on the installation condition, nails will be installed_
either straight with straighted double -shear nailing tabs or slanted.
7. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
18
. LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers
This product is preferable to similar connectors because
of a) easier installation, b) higher loads, c) lower
?J installed cost, or a combination of these features.
The double -shear hanger series, ranging from tl �e fight -capacity
LUS hangers to the highest -capacity HGUS hangers, feature
Innovative double -shear nailing that distributes the load through
toj6 points on each joist nail for areater 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.
.............._.....�___ -
:-No1-3`esigned for welded br'nailer aPplica£ion's` ___ - _'-
Options:
• LUS and MUS hangers cannot be modified
• Concealed flanges are not available for HGUS and HHUS
• Other sizes available; consult your Simpson Strong -Tie
representative
Codes; See p.12 for Code Reference Key Chart
Double -Shear
Nailing
Top View
Double -Shear Nailing
Side View
Do not bend tab
Dome Double -Shear
Nailing Side View
,i (Available on
. some models)
1' for 2)e
Ve for4xs
'
ro
,G-w
LUS28
HHUS210-2
i
MUS28
lio HUS210
(HUS26, HUS28,
and HHUS similar)
°
s
HGUS28-2
Typical HUS26
Installation
with Reduced
Heel Height
(multiple member
fastening
by Designer)
Ld
a
19
LUS/MUS/HUS/HHUS/HGUS
Face -Mount Joist Hangers (cont.)
Dimensions (in) r
LL Fasteners
Model
Heigbf
W H B'
Carrying, v Carried f
a
Member Member
Single 2x Sizes
LUS24
25/e `'
1 s/ie3�/a
31a
LUS26
18
: 43/a
1;a
MUS26
411116
18
1 %6
51A6
2
(6) 0.148 x 3
1 (6) 0.148 x 3
HUS26
45/s
16
1 %
5%
3
(14) 0.162 x 31/z
1 (6) 0.162 x 31h
HGUS26'°
,46/ic
.12L
IMS
(2D)D.162x31/z;<
,(8)�0.182X31h"'
(4)
MUS28
65A.
18
194a
6%
2
(8)0.148x3
(8) 0.148 x 3
HUS28
61h
16
15/8
7
3
(22) 0.162 x 31h
(8) 0.162 x 31h
HGUS28
6%
12
15/6
71h
5
(36) 0.162 x 31h
(12) 0.162 x 31h
WS210 `,'
41/a, -
18 ;;
1 t156r ;
7'3/1
3/a
x 3 ;
HUS216 -.
83
16 ~'�.
`15/6'
'` 9
3
(30) 0.162,x 31/z
(iD) 0.162 x 3�1z
HGUS210
86fc'
12 *;
'I Na
::91/6.`5`
:(46)0.162.x31h..(16)`0162x:31/2-
V1. See table below for allowable loads.
N
N
3
E
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
G with Strong -Drives' SD Connector screws.
See pp. 335-337 for more information.
Model;
No
F
:: DF Allowable'Loads
Uphfti Floor Snow Ronf Wind'Uplift
s;(y:64)_ (1D0); %115)„- (125): (160),
SP Allowable Loads
l Floor ,Snow Roof Wind
. (160)_:_�D....(115). ,;(125) Q.
SPF/HF Allowable Loads
Upliftl Floor Snow Roof Wind
j12,5�.r (160),.;
Code
"Ref
_...-
LUS24,.820';;
825
'890.,
,1:1zil
_s5p
495
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
J
1;29$:
, 7,480
1,56D1
1 oOF:
,;;• cs0 ,.,
,'14D5-
" 1.,56D,
w:ru^,�-
1;..60,
BtG
965``,r
,1,090';
1,160
Gn
LA
HUS26
1:320
2,735
3:D95
3,235
3,235
1,320
2,960
3,280
3:280
3,280
1,150
2,350
2,660
2,780
2,780
HGUS2fi7a
4,340a
4,$50"
._5,170:
' S,390."
" j17o ,,:4,690
'=-.5,226
539D
'5;390 -
7£fi.
: 3225 ,
3,610;
,3,870 :;
3,965 ~'
IBC, FL
LUS28
1,165
1100
1,260
1350
1725
1165
1195
1,360
1,465
1730
865
810
925
1000
1270
IJIU528
132u
1,730`;
1,975 ,
.2,125'.;•
2, a
: 7,32....;:1,875,
2,135 ,
"2255
_;25�
";150,
,1270,
1,455
..1,575
'a5§,,
IBC, FL,
LA
HUS28
1,760
4,095
4,095
4,095
4! 95
1,760
4,095
4,095
4:095
4:095
1,e80
3,520
3,520
3,520
3,520
HGUS28'
.7,275
7;275 -Z,275:
. 7,275,
1;3z5
a7D,
. 3;824;
_, 3,915 '?
; 4,250''
IBC, FL
LUS210
1,165
1,335
1,530
1,640
2,090
1,165
1,450
1,655
1,775
2,270
865
985
1,120
1,215
1,500
IBC, FL,
HUS21D.
?:u3F633'
=�"
2:22�
2.
�:<555
?5'
3'_5'
LA
HGUS210
2,090
9:i00
9,10E
9.i00
9,i00
2,D9D
9,1DG
9,100
9,100
1 9,100
1,5=5
6,340
6:730
6:730
6,730
1BC: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 loads for sloped/skewed conditions are 0.72 of the table load, not to exceed 2,475 lb.
• The joist must be bevel -cut to allow for double shear nailing
HGUS - Skewed Seat
• HGUS hangers can be skewed only to a maximum of 450. 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 out 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
bpecny angle
Top View HHUS Hanger
Skewed Right
hoist must be bevel cut)
All joist nails installed on the
outside angle (non -acute side).
LUS/MUS/HUS/HHUS/HGUS
SS'
E5
MD
6
These products are available with For stainless Many of these products are approved for installation
additional corrosion protection. steel fasteners, with Strong -Drive° SD Connector screws.
For more information, see p.15. see p. 21. See pp. 335-337 for more information.
"
Model
I Mm
pmens ions (in }
Fasteners (n)
DF/5P Allowable Loads
SFF/HF Allowable Loads
No
Hee1�'
Height
W,
H
g
Carrying
Member
Carried
Member
Uplift
(160)
Floor
(100):'
Snow
(115),
"Roof
{125)
Wind
(160)
Uplrtt
{160)
;'Floor
(100)
,- s
5ribw
(115)
Roof
(125):.
Wind
(160)
C6de
Ref
Double 2x Sizes
3LUS24 2
21A,,.
18 ",
'31/e
31/a
'.'2 .
• (4) 0152 x 3M2 '
(2) 0.162 x 31h
k10
, 800
905
; 980 ..1;245
; "355
. 666
78D
845.
1,070.
LUS26 2
4'fti
Z.
"3'A
47/e .
,.`2
_'(4)`0:162 x-31h
'. (4) D 162;R 31/z
t� 3�
1 D30
1170`
'1265.
7;595
910
: =885
1 p05
1 090,'
1370;
HHUS26-2
45/is
14
35As
5%
3
(14) 0.162 x 31/2
(6) 0.162 x 31h
1,320
2,830
3,190
3,415
4,250
1,135
2,435
2,745
2,935
3,655
HGUS26-2
4a/is
12
35/is
57/is
4
(20) 0.162 x 31/2
(8) 0.162 x 31h
2,155
4,340
4,850
5,170
5,575
1,855
3,730
4,170
4,445
4,795
LUS28-2, ';
4A
18`
31/a
7
'!;2
(fi)0162Y31/i;
(4)0162831h
!3t•
1,315
1,490
.1;61Q;'2,030
,910,
-1I30
1280
1,385
1,795
IBC, FL,
:HHUS28 2 ?'-.
69A/ '
14` .
'3s/is
, '
"3
, (22) D.162 x,31/z
(8) D 162 x 31h
76C
4 265
; 4 810'
'5,155
5;980
i,'515
`:3 670'
4,135
4 435;
5145 j
LA
HGUS28-2?.
6'j5s-1
12.<.3%
7Ii6
4 'T(36)0.162O,M2.
(12)O162.X31h,
3;235
7460-_7460
:746D
7,460
,2780
6'415.;.6;415
,6,415
-6,415,
LUS210-2
67tis
18
31%
9
2
(8) 0.162 x 31/2
(6) 0.162 x 31/2
1,445
1,830
2,075
2,245
2,830
1:245
1,575
1,785
1,930
2,435
HHUS210-2
8%
14
35/is
87/a
3
(30) 0.162.x 31/2
(10) 0.162 x 31/2
3,550
5,705
6,435
6,485
61485
3,335
4,905
5,340
5,060
5,190-
HGUS210-2
89/is
12
35/s
9346
4
(46) 0.162 x 31h
. (16) 0.162 x 31h
4,095
9,100
1 9,100
9,100
9,100
3,520
7,460
7,825
7,825
7,825
Triple 2x Sizes
HGUS26-3 ' -
4*"
, 12
41.%
51h
4
,(20) 0.162 x 31h
"(8) 0.162 "x 31h,
.2,155,
4,046
,4,856
-5;170
5 575
1,855
;3 730
'4,170
4 445
4,795
IBC, FL,
HGUS28-3 „
I" 673/s •:
12;
41.16
7% .
4'
(36) 0.162 x 31/2'
(12)`_0162x 31h
.3,235
7 460;
; 746D
7,460,
460.
'2,780
6 415
6,415
fi 415 i
6,415
LA
HHUS210.3
83A
14
417As
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
0611S210 3
. 8LIN
12.,
456..91/a
„ 4,._
_(46) Q 162 x 31/z
(16) 0162 x 3?/z_
4 095
-
9100
9,100
9,100
9,100
3,520_
,7,825
7,825.,
7,825
7,825
HGUS212-3
. 1 D5/s. =
12'
4155s
tOsfa
`"`4
„{56)'"0162'X'31h
.,
`(20) 0.162x 31h
r1439
!'v4b;
`' 3
,7 30
, r. 3u
t,: 80''
, -7
1B OA'
HGUS214 3
1255;;
12
47 5c
123/a
:; 4
(66) 0,162 x 31h
(22) D,1627c 31h
5`695
10125;
:10125
10;125
10,125
4 900',
8190'
8;1,90
8190'
8,190 i
Quadruple 2x Sizes
HGUS26 4,;,
. 51h :"
12'
6s/is
57fis
;4
(20j 0;162 x 31h'
8) 0762 x;31h,
2155
4,34Di.',4
850.
;5,7705Z5
1;855`
3730
4170
4 495
`4,795`
Igo FL
HGUS28-4
71/a
12
6%
7%
4
(36) 0.162 x 31.42
(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
8%
14 .
61/a
87/a
3
(30) 0.162 x 31/2
(10) 0.162 x 31h
3,405
5,630
6,375
6,485
6,485
2,930
4,840
5,485
5,575
5,575
FL
HGUS210 4
91/a_'`'
12,
'6a/i`s
93fs'
:4.
'(46)0.162x31/2.:
(16)0962x31h
4095
9,100
9,100
-9,100
9,100
3,520
'7,825.
7825
7825"7;625
HGU5212=4' ,
• 10W. ,
12 '
69A6
105/e.
,. ,4
56)0.162 x 31h
' 20 D.162x 31h
`,6 .
0'.•
'5 014
G4
' n4,'
�D
.:'. u
'7,E�
r0
';�
C, FL,
IBLA
HGUS214-4
125%a,`
_12
.69As
124
-4 ";
(66) 0.162 x 31/2'
(22) 0.7$2:ic'31h
.5,895.
10;125I
10,125
.10,125
10.125
4,900'
"8,710,
'8;710
8,7101,8,710`
4x Sizes
LUS46
43A
18
'38hs
43/a-•
2;
(4)0.1620,1h•
•(4)0:162x31rz
;D60
-1 ,030;
1,1701
,,265",
1,595
� 1:1
.885,''1,005
.1;090%
7,370
IBC, FL
,HGUS46
47iE-,'
" 12
".35/a
, 47As
. 4'-;
(20}.0.162 x 31h;
"(8} 0A 62 z 31/2
2.155
4,340'.'
4 850
�5;17D"5,575
1,855
.3 730
.4;17D
4,445;
4,795'
HH6S46. ";`.,
4-54'
14
3%
5%f
i;_3
(14)0162x31h.'
(6)'0.162x31h
;320
2,830
'Al Oft
3,415,
4;250
1°5;
2;435;-2;745
2,935
3,655,
LUS48
4%
18
39A6
63/a
2
(6) 0.162 x 31/2
(4) 0.162 x 31h
1.0601
1,315
1,490
1,610
2,030
910
1,130
1,280
1,385-
1,745
IBC, FL,
HUS48
61h
14
31146
7
2
(6) 0.162 x 31/2
(6) 0.162 x 31h
1,320
1,580
1,790
1,930
2,415
1135
1,360
1,540
1,660
2,075
LA
HHUS48
61h
14
3%
71/a
3
(22) 0.162 x 31/2
(8) 0.162 x 31/2
1,760
4,265
4,810
5,155
5,980
1,515 j
3,670
4,135
4,435
5,145
HGUS48
67As
12
3s/a
7346
4
(36) 0.162 x 31/2
(12) 0.162 x 31/2
3,235
7,460
7,460
7,460
7,460
2,780
6,415
1 6,415
6,415
6,415
CUS410 - '
61/a„ =
18 :
39/is
83/a
2
".. (8):0:162 x 31/z'
,(6)'0.162 x,31h ,
,1:4?
1,830;"
2,075
2,245
2;830
245-
1,575
._785
_
1,930
2,435
;HHUS410 -w;:
' 8%h,
14"
-35/s
9
3
(30)0:162.x31h
(70)0962x31h.
5,7Wj
fi435
�6;4E5.:6;4$5,
..,267
4905,
5;535
5.5. '.,;
'S`
HGUS410 "
8% -:,
12'.'
: 35/a".
91/1c
. ,4 .;
,(46)'0'162 %3',z
, (16) D.162,X 31/z
4,095
,9100
910Q
:0,100
910Q
3,520
7,825
`7,825
7,825,.
7;8251
FL,
IB LA
HGUS412
10346
12
35/s
10316
4
(56)0.162x31h
(20)0.162x31h
5,695
9,045
9,045
9,045
9,045
4:900
7,780
-,780
7,780
7,780
HGUS414
117As
12
3%
127/�s
4
(66) 0.162 x 31h
(22) 0.162 x 3112
5,695
10,125
10,125
10,125
10,125
4,900
8,190
8,190
8,190
8,190_
Double 4x Sizes
HGUS7.37/10 8346
12 ;
7?/a °
06
'' 4 ;,
.(46):0162 x 3-4h
=:(16) 0162rX 3112.
3;430
9jD95'<
'9 095
9;095
9;095''
2,950'
7;820 i
7,820
.7,820 •.
7,820,
HGUS7.37/12 1107Ar ?
12 ;
73/a
INr
,, 4
(56):0.162 x 1W'(20)
0.162x 31h
3 835
9 295
9;295
9,295
9,295
3,300.
7,995
7,995
7,995
7,995-
FL
HGUS7.37/14 ;117tis
12 "'
73h
125iis
4°,``.
(66) 6.162 x 31h
( -2) 0.162x 31h,
5 680
10;50010;560.10;5001,0;50b
4,VO.,
9,030,
9,03D,'9;030-
9,030-
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 bads. For less than minimum heel height, see technical bulletin T-C-REDHEEL at strongtie.com.
4. Truss chord cross -grain tension may limit allowable loads in accordance with ANSVFPI 1-2014. Simpson Strong -Tied Connector Selector°' software includes
the evaluation of cross -grain tension in its hanger allowable loads. 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 3W in the joist, with no bad reduction. With single 2x carrying members, use 0.148" x 11h° nails in the header and 0.148" x 3° in the joist,
and reduce the load to 0.64 of the table value.
6. Fasteners: Nail dimensions in the table are fisted diameter by length. See pp. 21-22 for fastener information.
19
Simpson Strong -Tie° Wood Construction Connectors
"HTU
Face -Mount Truss Hanger
The HTU face -mount truss hanger has nail patterns
designed specifically for shallow heel heights, so that
full allowable loads (with minimum nailing) apply to
heel heights -as low as 37h". Minimum and maximum
nailing options provide solutions for varying heel
heights and end conditions.
Alternate allowable loads are provided for gaps.
between the end of the truss and the carrying member
up to 1h" max. to allow for greater construction
tolerances (maximum gap for standard allowable loads
is %" per ASTM D1761 and D7147). See technical
bulletin T-C-HANGERGAP at strongtie.com for
more information:
Material: 16 gauge
y Finish: Galvanized
L
0 Installation:
• Use all specified fasteners; see General Notes
C .
0 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:--------
-
0. HTU may be skewed up to 671/z°. See Hanger
Options on pp. 98-99 for allowable loads.
• See engineering letter L-C-HITUSD at strongtie.com
for installation with Strong -Drive® SD fasteners.
Codes: See p.12 for Code Reference Key Chart
Min. heel
height
per table
theseMany of lation with
products are approved for SD Co nec or screws: See pp. 335-337 for mlore information.Drives
HTU26
truss and carrying member
HTU Installation for
Standard Allowable Loads
(for 1h" maximum gap,
use Alternate Allowable Loads.)
Standard Allowable Loads (1/8" Maximum Hanger Gap)
Typical HTU26
Minimum Nailing
Installation
Alternate Installation -
HTU28 Installed on
2x6 Carrying Member
(HTU210 similar)
` Model
Mm
Dlmens)ons (m)
Fasteners (n) r
DF/SP Allowable Loads
rw SPF/HF Allowable Loads
Code
No.He1gM
..
W
H
B
Member„ ,Carrying
„
Carried
Member...,
Uprift i Floor
(160}„ (100)
:Snow
,.(115)
:R,00f
,(125}
Wind
-(160)`
Uplift
(160)
Floor Snow
(100) `, (115)
;Roof
UVind
Ref:
Single 2x Sizes
HTU26
31/z'°•
a 5/e ;'5Ms'
;
:31h ;
'(20) 0.162x 31h
`(1,1 0.148x;ii/z
u^a;:
C.
2,67n
3
f 0 :{
t,3
;;Poll
":;e60.'
HTU26 (Mln );w
T7/a" "
;,15/a;
+5%,
3ih
`(20) 0.162 x 31h
.(14)`0148 x 17h
1 25D"
, 2,94D
= 3,200
i.3;200""
'3,200
1;07.5
1,852',l'
2 015
',2;015 '
2,D15::
S1/z'`
1'
57A6
3i
(20)0.162x3'h
.(20)!0.148'X,11h
1;555'
`29407
550`•
4,D10
1,335-
530-3,,.,
�
'3,450HTI126;(Max:), '
IBC,
HTU28 (Min.)
37/a
15/a
7%
31h
(26) 0.162 x Th
(14) 0.148 x 11h
1,235
3,820
3,895
3,895
3,695
1,060
2,865
2,920
2,920
2,920
FL,
HTU28 (Max.)
71/a
1 %
71Aie
31h
(26) 0.162 x 31h
(26) 0.148 x 11h
2,020
3,820
4,315
4,655
5,435
1,735
3,295
3,710
4,005
4,675
LA
HTU210,(Min:)'`'
37/e.
75/s
.SYie
31%z=
(32)0.162X3'fz`.
(14)0.148x71h
1,,330':
iu
ma,
�00
�, v-;1,145"
a 2F'�,
0
1,'2L
322:
HTU210 (Max:)
91/a=
,15/s `
91,Ae
1 Th ;
:(32) 0.162 x 31h
_;(32} 0.148x 1'h
, 3,315;,
14,705
'w
i C
3
5;995.
2,850
4,045'i4
on ,
_,930;
.5,155
Double 2x Sizes
HTU262{Miri:)
b 320.1
:.;_ •
3;910.M
7;305'
1,8W;,=2,090
'2;255
2,465HTU26-2
(MaX)
Ah:,
57Ae
3?/2'
a(20) 0.162i T/i
- (20) 0.148 x3
2,175",
2,940 ;
+_ l
�. a;5ti0
=$1 ,
1,870
2530;1;2
855
s0s
"3;855.
HTU28-2 (Min.)
37/a
[3-54e
71Ate
31h
(26) 0.162 x 31h
(14) 0.148 x 3
1,530
3,820
4,310
4,310
4,310
T,315
2,865
3,235
3,235
3,235
IBC,
FAHTU28-2
(Max.)
7 /a
7fie
3 h
(26) 0.162 x 3 h
(26) 0.148 x 3
3,485
13,820
4,3 15
4,655
5,825
2,995
3,285
' r
3rr 1., ;
`=`.r=0: ,�.5:01D
Lp'.9
HTU210-2 (Min)
7
1
Ar
1
3 h''
'(32 .0.162 x 3 /i,
) 1
., 14 6.148X.3,
•:(� )
1,755'
4,705
,4 815�
. 4',815
:4;815 ,
,1;510..
3,530 a
3,610
3;610
3,610
HFLI210 2,(Max)
' 9Ya i ;
35/a `:'
91he'
'31h t
i(32) 0.162x 31h
' (32) 0.148 X 3 ,
. 4,110
.4,705;
' 31u,
i; 5' C ,
b.F' S"
3,535
'4,045
,5
i23L
5:5
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for full table bads are based on a minimum 2:12 pitch.
3. Uplift 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 1h" and W, use the Alternate Allowable Loads.
6. Truss chord cross -grain tension may limit allowable bads in accordance with ANSVMl 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 fwo-ply 2x carrying member. For single 2x carrying members, use 0.148" x 1 W nails in the header and
reduce the allowable download to 0.70 of the table value. The allowable uplift is 100% of the table bad.
8. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Simpson Strong -Tie° Wood Construction Connectors
Face -Mount Truss Hanger (cont.)
Many of these products are approved for installation with Strong -Drive®
SD Connector screws. See pp. 335-337 for more information.
Alternate Installation Table for 2x4 and 2x6 Carrying Member
Mm
Fasteners (n,)
DFlSP Allocable Loads
5PFlHF Allowable Loads
Model
No
Heel
Height
Mrmmum
Carrying
<Carrymg' Carned
;,Uplift Floor r Snow Roof Wmd
Uplift; Floor F Snow,,,Root;,.Wind;
Code
Ref.:,
Cnd
Member
:Member Member.
k
=.(160) :(1D0) {115) (125) (160j
-. ,
(160) (1D0)
HTU26 (Min.)
37A
(2) 2x4
(10) 0.162 x 31h
(14) 0.148 x 1'/2
925
1,470
1,660
1,790
1,875
795
1,265
1,430
1,540
1,615
HTU26 (Max.)
5'/2
(2) 2x4
(10) 0.162 x 31h
(20) 0.148 x 11h
1,240
1,470
1,660
1,790
2,220
1065
1,265
1,430
1,540
1,910
IBC,
H
2x6TU2i:(Max)
(2/a 0) D62 1/z(26)048
I
6
HT1J210 (Max)
<,9'/a
;(2) 2x6
'(20) 0.162 z;3'h
(32) 0,148 x 1'h
> 2 760 -,
, 2 940
i��
50
13,905
2 375
2 530; :
��5 ;
UaD
::3 36D:
1. See table above for dimensions and additional footnotes.
2. Maximum hanger gap for the alternative installation is W.
3. Wind (160) is a download rating.
4. Fasteners: Nail dimensions in the table are listed diameter by length. See pp. 21-22 for fastener information.
Alternative Allowable Loads (1/2" Maximum Hanger Gap)
Model
No
Min,H�mensions
=Heel
He
(ln)
W H g
Fasteners (m )
Carrying • Car'ned
Member Member 4
DFlSP Allowable Loads
Uplift Floor Snow Roof Wmd
(f6D) (100) (11� (125) = {160)
SPFlHF Allowable Loads
_
Uplift Floor Snow Roof Wind"
,(160) (100) E {115) (125)
Cade
Ref
Single 2x Sizes
HTU26'
3'h ::15%;
57/e
3yh
{2D) 0162 z 3'/2
(11) 0;148 x 17/z,
t r�5
�305
r
? ^9
2 JnJ
1 51D,\=
i . ;!?
HTU26,(Min)
: 3:.V
�ti
h
() 13(j;
3100
;955a
1;9ii
,,955T/e
HTU26j;(Max) -.'
5'/z ,
t 1 sh
57/is
3yh
;(20) 0162 x 31y;
(2D) 0:148 x 1'/z'.
f 1215
„
'2;940
z >_'0
_.
n iJ=,
C
'=;01 D45
" 1850
� ;Q0
� F5
2 285
IBC,
HT028 (Min.)
37/s
15/a
7'fie
3'/2
(26) 0.162 x 3'/2
(14) 0.148 x 11h
1,1 i0
3,770
3,770
3,770
3,770
955
2,825
2,825
2,825
21825
FL,
LA
HTU28 (Max.)
71/4
15/eE711A
3'/2
(26) 0.162 x 3'h
(26) 0.148 x 1 lh
1,920
3,820
4,315
4,655
5,015
1,695
2,865
J,235
3,490
3,765
HTU210 (Mln)
1
• 37/s
1 °/a,
.3�/z"
j(32) 0162 z 3'/2
(14) 0,148 x 1'h
1 250
3 600
3 60D
3,600;
3 600
1 075.,
• 2,700
2,700
2 700'
2,7HT0210
(Max.)
9'/4
•1$h,
3'h„
,(32) 0.162 x,312
"(32) 0.148 x 1 /2
.3 255
-4;705;
. 5,020
'5,020
5 D20.-
2 800 `
.3;5303,765
Double 2x Sizes
HTU252 (Mln );' '
, 37/s
3'3is
5�6s °I
3'h =:
,
j2 6) 0162 x'3'/z
(14)`0.148 x 3
s 1 515
2940
J'cct
3 500
3,500'
1 305
:2;205
2205
2 205 =
2205
HTU26r2 (Max.) ;
5'/2
3% '
'• 57tie'
3'h:
. (20) 0162 x 3'/z
. (20) 0148 x 3
191U
2;940
>C
3 500
3 500.
;1 645
2;205
2,205
2 205.:
2 205
HTU28-2 (Min.)
37/s
35As
714e
3'/2
(26) 0.162 x 3'/2
(14) 0.148 x 3
1,490
3,820
3,980
3,980
3,980
1,280
2,865
2,985
2,985
2,985
IBC,
FL,
HTU28-2 (Max.)
7'/4
3-516
7'fis
31/2
(26) 0.162 x 31h
(26) 0.148 x 3
3,035
3,820
4,315
4,655
5,520
2,610
2,865
3,235
3,490
4,140
LA
HTU210,2 (Mln)
. 37/s,
3,54r
91Ae
3'h,',
;(32) 0162 z 3'/z
(14) 0148 x 3::.1755
4 25a
4,255
4;255
4 255 +
-1,510.
3,190
;3;190
-3,190'
3;19D
HTU2'10 2 Max
( ., ):
9'/4
3 s
9'f e'
3'4
-(32) 0162 x'3'h
(32)=0148 x 3 `:
' 3 855
4;705
w.
_ D,1
6 470 j
'3 315
.3;53D
3,980
_,...
4,300?
4;855
1. The maximum hanger gap is measured between the joist (or truss) end and the carrying member.
2. Minimum heel heights required for fun table bads are based on a minimum 2:12 pitch.
3. Uplift loads have been increased for earthquake or wind bading 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 limit allowable bads in accordance with ANSVTPI 1-2014. Simpson Strong -Tie® Connector Selectors software
includes the evaluation of cross -grain tension in its hanger allowable bads. For additional information, contact Simpson Strong -Tie.
7. Loads shown are based on a minimum two-ply 2x carrying member. For single 2x carrying members, use 0.148' x 1'h" 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.
19
Simpson Strong -Tie° Wood Construction Connectors
Medium -Duty Face -Mount Hangers
HU/HUC hangers may be installed on a masonry/concrete wall
as described below. Additionally, HU hangers with one flange
concealed may be installed similarly.
HU and HUC products are heavy-duty face -mount joist hangers
made from 14-gauge galvanized steel.
• The HUC is a concealed flange (face flanges turned in)
version of the HU.
HU is available with both flanges concealed, provided the
W dimension is 25/15" or greater, at 100% of the table load.
Specify HUC.
• HU is available with one flange concealed when the W dimension
is less than 25/1s" at 100% of the table load. Specify as an `X'
version and specify flange to conceal.
• For any HU or HUC shown in this catalog, the user may
substitute all face nails with'/4" x 13/a° Titen® 2 screws
(Model TfN2-25134H) for concrete and /4` x 2344" Titers 2
screws (lviodel TTN2 25234H) for GFCMU. Follow all
installation instructions and use the loads from the sawn
lumber or FVkrP sectio, ,s.
Material: 14 gauge
--.-:.:.,-�,---,.;Fiplsh:�.GaNanized; ZMAX®.aDd.Stairsless-SIQal.avai�attle_,._. ___._::�:•-_,..:.,_
Installation:
• Attach the hangers to concrete or GFCMU walls using
hex -head Titen 2 screws. Titen screws for GFCMU 0/4" x 23/4" —
Model TTN2-25234H) and for concrete r/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 Y11s _diameter hole to the specified
embedment depth and blow it clean using compressed air.
• Caution: Oversized -diameter holes in the base material
will reduce or eliminate the mechanical interlock of the
threads with the base material and will reduce the anchor's
load capacity.
• Titen Installation Tool Kits are available. They include a
3/ie° drill bit and hex -head driver bit (Model TTNT01-RC);
a 3/15" x 4112." drill bit is also available (Model MDB18412).
• A minimum edge distance of 11/2' and minimum end distance
of 37/s" is required as shown in Figure 1 for full uplift bad.
• Where no upLrff load is required, a minimum end distance
of 1 'h" is permitted.
Codes: See p.12 for Code Reference Key Chart
Concealed flanges
HUC410
1 v_.
Wg t in-- k
HU214
Figure 1 — HUC410 Installed on
Masonry Block End Wall
Figure 2 — HUG410 Installed on
Masonry Block End Wall
23
HU/HUG/HSUR/L
Medium -Duty Face -Mount Hangers (cont.)
JD These products are available with additional corrosion protection. For more information, see p.15.
Model
`"
Fasteners a
° Allowable Loads
Code-�
w �FCMU
Concrete
Standard
Concealed
GFCMU
Titen®2
Concrete
Titens,
r
Joist
Uplft
k z {16D}
Down -
(100/i25)
Uplift
Down
(100/125)
HU26
HU26X
(4)1!4 x 23/4
(4) IA x 13l4
(2) 0.148 x 11h
335
1,000
335
1,545
HU28X.'
;(6)114 x 23/4
}" :.(B)1/. x 13/4
(4) 0148 x 1?h
545
15D0
760,'
2,400
HU24-2
HUC24-2
(4)1!4 x 23/4
(4) 1/4 x 11/4
(2) 0.148 x 3
380
1,000
380
1,545
HU26 2 (Min,)
HUC26.2
(8)/lx 23/4,`:,y,
(B);'/ x i 9/4
(4) 0146 z;3
.760
2 000
760
z,3 200 -"
HU26 2;(Max }
" HUC26-2
.(12) 1/d.x 23/4
(12) Y4 x 1a/a
(6) 0148 x 3
1135
3 ODD
i 135;
3;950
HU26.3 (Min.)
HUC26-3 (Min.)
(8)1/4 x 23l4
(8)1/4 x 1 3!4
(4) 0.148 x 3
760
2,000
760
3,200
HU26-3 (Max.)
HUC26-3 (Max.)
(12) 1/4 x 23/4
(12)1/4 x 13/4
(6) 0.148 x 3
1,135
3,000
1,135
3,950
i HU28-2 (Min.) _
:HUC28 2 (Mm)
(10),1/a x 2�
(10)1/d x>13/4
:_ (4) 0148 x3
760
2 500
760-
3,725 --
HU28 2 (Max)
HUC28-2 (Max) ,.y
(14)•?/ax 23/aq
ti.. (i4)?/ax 1;3/a
(6} 0148•x;3
1135
3 500 -`
1135, r
4,920 ::
HU210
HU21 OX
(8)1/4 x 23/4
(8)114 x 13/4
(4) 0.148 x 11/2
545
2,000
760
2,415
HU210-2 (Min.,);:.'
"HUC210--2 (Min.)e .`,...
;(14)1/4 x: 3,k
�' ; (14)'/4 x:13/4
(6) 0148 x 3
1;735
' ;'- 3 5D0
1735:
:4;920
i;ll2 iii .2 t lax)
H6E210 2 (Mac)
(I 8): Y4 x 23a
(18)1/a c!i4s
1 r8� D 148 x 3
1 80D
4 5UG
tb'i7i
u O5
HU210-3 (Min.)
HUG210-3 (Min.)
(14)1/4 x 23/4
(14)114 x 13/4
(6) 0.148 x 3
1,135
3,500
1,135
4,920
HU210-3 (Max.)
HUC210-3 (Max.)
(18)114 x 23/4
I (18)1/4 x 13/4
(10) 0.148 x 3
1,800
4,500
1,800
5,085
HU212 �-
HU212X;
(10),1%dk 23/a
(10)'%a X 13/a
(fi) 0148 x,91h
1;135
2 500`
1135
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
I (22)1/4 x 13/4
(10) 0.148 x 3
1,350
5,085
1,350
5,085
. (
HU212-3 Min)
HUC212=3 (Mm) . ;
(16)'/a z 23/4
1 . 3
(16) !4 x1 /a
;(6} 0148 x 3
1135
4 ODO
HU212 3 (Max) ,
"L. HUC212-3 (Max.) `'.
•;. '(22)17a x 23/a ,..
''. (22)114.X 13/a
_(1,D)'0.148 X 3
1;600
'' 5 085 --
1,800
HU214
HU214X
(12)1/4 x 23/4
(12) 1/4 x 13/4
(6) 0.148 x 11/2
1,135
2,665
1,135
2,665
HU214-2 (Min.,)
,
HUC214-2 (Min.) ,.
(18),�14 x 23/a
(18)1/a x 13/a
,'(8) 0.148 x 3
1;515
45
HU214-2 (Max.),: '
' HUC214-2 (Max)
,L (24),1/4 1 23/4
}` (24)114 x 1.3/4
(12) 0.146 x.3
2;015
5 OB5 .' -;
2,015'
5 085
HU214-3 (Min.)
HUC214-3 (Min.)
(18)1/4 x 23/4
(18)1/4 x 13/4
(8) 0.148 x 3
1,515
4,500
1,515
5,085
HU214-3 (Max.)
HUC214-3 (Max.)
(24)1/4 x 23/4
(24)114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216 '
HU216X' ;-
(18} 1/n x 23/a=:
(18) ?/a x:t3/a
=(8) 0148 x:1'h
151�
2 92D
1 5i5`
HU216-2 (Min.)
HUG216-2 (Min.)
(20)1/4 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)114 x 23/4
(26)114 x 13/4
(12) 0.148 x 3
2,015
5,085
2,015
5,085
HU216-3 (Min.) .
HUG216 3 (Mm }
'>_ (20)' 1/4 x 23/a =
(20) ila x l.3/a
(a) 0.148 z•3
1;515
4 920 .-, _
1;515
9,920
'HU218 3' (Max.), ",
HUC216 3 (Max)
(26) %a x 23/a
{ ;' (26);'la x 13/a,
;, (12) 0148.z 3
2;015
- 5 085
2,015
5085 „ -;
HU7 (Min.)
(Not available)
(12)114 x 23/4
(12)1/4 x 13/4
(4) 0.148 x 11/2
545
2,980
760
2,980
HU7 (Max.)
(Not available)
(16)114 x 23/4
(16)114 x 13/4
(8) 0.148 x 11/2
1,085
3,485
1,085
3,485
(Not available)
(18)'/4 x 23/4j'
..(18)1la x 13/4
(6) 0148x 1 ?h
7735
=': 3 23D •,
;1,135
3,230 „'
HU9 (Max)
(Nof available)
(24) Ya_x 23/4
{24)1/4 x 13/a
(10) 0148 x 1?/2
1,445
3 735
1;945
-3;735
HU11 (Min.)
(Not available)
(22)1/a 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
(30)114 x 13l4
(10) 0.148 x 11h
1,445
3,735
1,445
3,735
HU14 (Mn.)
(Nrit available)
(26)'!4 x 23/4
�, (28)1l4.x 34
' '(8) 0.148 x 1112
_.1,515
3 485
r 7 515"
3;465" ,
HU14 (Max.) •'
(Notavailable)
(36)' /a"x 23/a _
I (36)1/a'x 13/4
(14) 0,148 x i 1/22;015
4 245
2;015
4;245
38
s'
i-
STAGGER JOINTS - TYP.
RAISED HEEL ROOF TRUSSES
B/SKI
SEE PLAN
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UPLIFT/SHEAR ANGHOR
i
MASONRY WALL I,
EACH TRUSS - SEE
B/SKI
SEE PLAN
PLAN
j
NOTE: ADDIL FRAMING NOT
SHOWN FOR CLARITY
RAISED HEEL TRUSS BEARING
I'
A
SCALE, NT8
SKl j F
I j
ROOF SHEATHING- SEE F
6OFFIT/FA5CIA- SEE ARCH.
RAISED HEEL ROOF TRUSSES
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SEE SCHEDULE
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WALL SHEATHING -SEE PLAN
-
MIN. 15/32' CDX PLYWOOD OR
1/16' 055 WITH ed GUN NAILS
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DO NOT FASTEN RIB
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SEE PLAN
RAISED HEEL TRUSS E 1HARING B
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DESIGN CRITERIA
RI5561 MATERIAL
RIBBON SPACING
RIBBON ATTACHMENT
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(2) 12d GUN (0.131' X 3'1
EXP.
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24'
TO EACH TRUSS, (4)
ENCLOSED
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SHEET TNIE:
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SHEET INFORMATION:
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PEVIEWF�dY: M
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a
ALPINE
AN.FWCOMPANY
January .1.0,2020
Carp entewt,GdhtraCtors of America, hc.
300 AVenud G, NW
WhitorJjAven, ft;'3�8."980,-6101
Dear Matt:
lt,has come.to'my attention that'sorne questions were raised concerning 5/8" diameter
bbl6s-Atilied thin the chords (wide face) of'sy:s4-2 gable. end tr.uwsAo-a1lowf6r
threaded rods used or ."tio 4dwiis.."If 'these gable ends .ar.e �over continuous sup
with one lace, fully s Wthe 6le§-a'r-e-.dNll6, -about t.hp--,cenferl-i-ne7ofth7e-Wide -- ------ -- -- ---
face no close, than 4'04,. t4ouf& ma &', g any t.6hn.,6dtor'plate§ vertical webs then
no repntris-required:.The truss only SU.pporls:.2 fObtbf flbb.r Idads,-and na additional
If you have .any queAbansplease give me acal-1,
Sincerely;
�AWA/�
0 41
at
tENS
t4oi S6367
S!': STATE OF
A
N
Vnnn il
6750 Fbrum.brjVe- Suite 869,Orlando, FL 32821 - (8,00 7 Q521-9,9 6 —t8 3).422,-86 85 www'.aipinp,itmPorn
ol11I'll IiIIfff
jo
NO- 86367
TATF OF 21
Ir
ro
-ldtleii/6tiM
This dc�txmnt has bosn etoctrorrt(cn�y si�eed
and soaied uskV a DISH Signalxao. Pritsd
c"ies Wkiwut on orlairw signal NO nwd bo
verified using the or*W olockerik vsmion.
ALPINE
AN ITN COMPANY
FL REG# 278, Yoonhwak Kim, FL PE 486367
Alpine an ITW Company
6750 Forum Drive, Suite 305
Orlando, FL 32821
Phone: (800)755-6001
www.alpineitw.com
Site trrformation
Pa a t,:. .777777
Customer: Carpenter Contractors of America
Job Number: N333986
Job Description: 7A5/320 ,167ED ,RH01 / 1672/ARIPJ4EAB ELEV.D
Address:
Jcrb.rt irrerrn ,i�`ritria A ,(, f
A
Design Code: FBC 7th Ed. 2020 Res
lntelliVlEW Version: 20.02.00A
JRef#: 1X3T89750069
Wind Standard., ASCE 7-16
Wind Speed (mph):
160
Design loading (pso: 37.00
Building Type: Closed
.I
II
I
This package contains general notes pages, 27 truss d'rawing(s) and 4 detail(s).
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truss
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077.21.1122.57225
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3
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077.21.112258006
A6
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077.21.1122.58273
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4 077.21.1122.57272 A3
6 077.21.1122.57538 A5
8 077.21.1122.57210 A8
10 077.21.1122.57913 A7
1.2 077.21A 122.57960 A8G
14 077.21.1122.58007 62GE
16 077 2.1.1122.58225 V4
18 07721.1122.57725 MV02
20 077.21 J 122.57257 EJ7
22 077.21.1122.57711 CJ5A
24 077.21:1122.58303 CJ3A
26 077.21.1122.57679 CJ'1
28 A16015ENC160118
30 VAL180160118
�FJ,orida Certificate of Product Approval #FL1999
Printed', 3/18/2021 11:28:19 AM
General Notes
Truss Design Engineer Scope of Work, Design Assumptions and Design Responsibilities:
The design responsibilities assumed in the preparation of these design drawings are those specified in ANSI/TPI 1,
Chapter 2; and the National Design Standard for Metal Plate Connected Wood Truss Construction, by the Truss Plate
Institute. The truss component designs conform to the applicable provisions of ANSI/TPI 1 and NDS, the National Design
Specification for Wood Construction by AWC. The truss component designs are based on the specified loading and
dimension information furnished by others to the Truss Design Engineer. The Truss Design Engineer has no duty to
independently verify the accuracy or completeness of the information provided by others and may rely on that information
without liability. The responsibility for verification of that information remains with others neither employed nor controlled
by the Truss Design Engineer. The Truss Design Engineer's seal and signature on the attached drawings, or cover page
listing these drawings, indicates acceptance of professional engineering responsibility solely for the truss component
designs and not for the technical information furnished by others which technical information and consequences thereof
remain their sole responsibility.
The suitability and use of these drawings for any particular structure is the responsibility of the Building Designer in
accordance with ANSI/TPI 1 Chapter 2. The Building Designer is responsible for determining that the dimensions and
loads for each truss component match those required by the plans and by the actual use of the individual component, and
for ascertaining that the loads shown on the drawings meet or exceed applicable building code requirements and any
additional factors required in the particular application. Truss components using metal connector plates with integral teeth
shall not be placed in environments that will cause the moisture content of the wood in which plates are embedded to
exceed 19% and/or cause corrosion of connector plates and other metal fasteners.
The Truss Design Engineer shall not be responsible for items beyond the specific scope of the agreed contracted work set
forth herein, including but not limited to: verifying the dimensions of the truss component, calculation of any of the truss
component design loads, inspection of the truss components before or after installation, the design of temporary or
permanent bracing and their attachment required in the roof and/or floor systems, the design of diaphragms or shear
walls, the design of load transfer connections to and from diaphragms and shear walls, the design of load transfer to the
foundation, the design of connections for truss components to their bearing supports, the design of the bearing supports,
installation of the truss components, observation of the truss component installation process, review of truss assembly
procedures, sequencing of the truss component installation, construction means and methods, site and/or worker safety in
the installation of the truss components and/or its connections.
This document may be a high quality facsimile of the original engineering document which is a digitally signed electronic
file with third party authentication. A wet or embossed seal copy of this engineering document is available upon request.
Temporary Lateral Restraint and Bracing:
Temporary lateral restraint and diagonal bracing shall be installed according to the provisions of BCSI chapters 61, B2,
B7 and/or B10 (Building Component Safety Information, by TPI and SBCA), or as specified by the Building Designer or
other Registered Design Professional. The required locations for lateral restraint and/or bracing depicted on these
drawings are only for the permanent lateral support of the truss members to reduce buckling lengths, and do not apply to
and may not be relied upon for the temporary stability of the truss components during their installation.
Permanent Lateral Restraint and Bracing:
The required locations for lateral restraint or bracing depicted on these drawings are for the permanent lateral support of
the truss members to reduce buckling lengths. Permanent lateral support shall be installed according to the provisions of
BCSI chapters B3, B7 and/or B10, or as specified by the Building Designer or other Registered Design Professional.
These drawings do not depict or specify installation/erection bracing, wind bracing, portal bracing or similar building
stability bracing which are parts of the overall building design to be specified, designed and detailed by the Building
Designer.
Connector Plate Information:
Alpine connector plates are made of ASTM A653 or ASTM A1063 galvanized steel with the following designations,
gauges and grades: W=Wave, 20ga, grade 40; H=High Strength, 20ga, grade 60; S=Super Strength, 18ga, grade 60.
Information on model code compliance is contained in the ICC Evaluation Service report ESR-1118, available on-line at
www.icc-es.oro.
Fire Retardant Treated Lumber: -
Fire retardant treated lumber must be properly re -dried and maintained below 19% or less moisture level through all
stages of construction and usage. Fire retardant treated lumber may be more brittle than untreated lumber. Special
handling care must be taken to prevent breakage during all handling activities.
Page 1 of 3
General Notes (continued)
Key to Terms:
Information provided on drawings reflects a summary of the pertinent information required for the truss design. Detailed
information on load cases, reactions, member lengths, forces and members requiring permanent lateral support may be
found in calculation sheets available upon written request.
BCDL = Bottom Chord standard design Dead Load in pounds per square foot.
BCLL = Bottom Chord standard design Live Load in pounds per square foot.
CL = Certified lumber.
Des Ld = total of TCLL, TCDL, BCLL and BCDL Design Load in pounds per square foot.
FRT = Fire Retardant Treated lumber.
FRT-DB = D-Blaze Fire Retardant Treated lumber.
FRT-DC = Dricon Fire Retardant Treated lumber.
FRT-FP = FirePRO Fire Retardant Treated lumber.
FRT-FL = FlamePRO Fire Retardant Treated lumber.
FRT-FT = FlameTech Fire Retardant Treated lumber.
FRT-PG = PYRO-GUARD Fire Retardant Treated lumber.
g = green lumber.
HORZ(LL) = maximum Horizontal panel point deflection due to Live Load, in inches.
HORZ(TL) = maximum Horizontal panel point -long term deflection in inches, due to Total Load, including creep
adjustment.
HPL = additional Horizontal Load added to a truss Piece in pounds per linear foot or pounds.
Ic = Incised lumber.
FJ = Finger Jointed lumber.
L/# = user specified divisor for limiting span/deflection ratio for evaluation of actual L/defl value.
L/defl = ratio of Length between bearings, in inches, divided by the vertical Deflection due to creep, in inches, at the
referenced panel point. Reported as 999 if greater than or equal to 999.
Loc = Location, starting location of left end of bearing or panel point (joint) location of deflection.
Max BC CSI = Maximum bending and axial Combined Stress Index for Bottom Chords for of all load cases.
Max TC CSI = Maximum bending and axial Combined Stress Index for Top Chords for of all load cases.
Max Web CSI= Maximum bending and axial Combined Stress Index for Webs for of all load cases.
NCBCLL = Non -Concurrent Bottom Chord design Live Load in pounds per square foot.
PL = additional Load applied at a user specified angle on a truss Piece in pounds per linear foot or pounds.
PLB = additional vertical load added to a Bottom chord Piece of a truss in pounds per linear foot or pounds
PLT = additional vertical load added to a Top chord Piece of a truss in pounds per linear foot or pounds.
PP = Panel Point.
R = maximum downward design Reaction, in pounds, from all specified gravity load cases, at the indicated location (Loc).
-R = maximum upward design Reaction, in pounds, from all specified gravity load cases, at the identified location (Loc).
Rh = maximum horizontal design Reaction in either direction, in pounds, from all specified gravity load cases, at the
indicated location (Loc).
RL = maximum horizontal design Reaction in either direction, in pounds, from all specified non -gravity (wind or seismic)
load cases, at the indicated location (Loc).
Rw = maximum downward design Reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
identified location (Loc).
TCDL = Top Chord standard design Dead Load in pounds per square foot.
TCLL = Top Chord standard design Live Load in pounds per square foot.
U = maximum Upward design reaction, in pounds, from all specified non -gravity (wind or seismic) load cases, at the
indicated location (Loc).
VERT(CL) = maximum Vertical panel point deflection in inches due to Live Load and Creep Component of Dead Load in
inches.
VERT(CTL) = maximum Vertical panel point deflection ratios due to Live Load and Creep Component of Dead Load, and
maximum long term Vertical panel point deflection in inches due to Total load, including creep adjustment.
VERT(LL) = maximum Vertical panel point deflection in inches due to Live Load.
VERT(TL) = maximum Vertical panel point long term deflection in inches due to Total load, including creep adjustment.
W = Width of non -hanger bearing, in inches.
Refer to ASCE-7 for Wind and Seismic abbreviations.
Uppercase Acronyms not explained above are as defined in TPI 1.
Page 2 of 3
References:
1. AWC: American Wood Council; 222 Catoctin Circle SE, Suite 201; Leesburg, VA 20175; www.awc.ora.
2. ICC: International Code Council; www.iccsafe.ora.
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.sbcindust[y.com.
Page 3 of 3
SEQN: 49802 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1 X3T89750069 Ti
FROM: RWM Qty: 8 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57225
Truss Label: Al SSB / YK 03/18/2021
6'1"7 12'8"15 19'4"
6'147 +" 67'8 T 67"1
�,1 110'0'
Loading Criteria (psi?
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W4,W5 2x4 SP #2 N;
Bracing
(a) 1X4 #3SR13 or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
=5X5
E
38'8"
9-4"
19'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
25.11"1 32'6"9 38,8"
6'7"1 i 6% i 617
9'4"
28'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.208 K 999 360
VERT(CL): 0.361 K 999 240
HORZ(LL): 0.076 J - -
HORZ(TL): 0.131 J -
Creep Factor: 2.0
Max TC CSI: 0.531
Max BC CSI: 0.793
Max Web CSI: 0.428
Ver: 20.02.00A.1020.20
><jIII lit IIrpff
4.®©NAl WAlir AA
a° • � �
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s N0.86367
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b STATE JQF ®4r�
10, 1'
38'8"��
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1660 /- /- /936 /301 /432
H 1660 A A /936 /301 A
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1446 - 3039 E - F 1102 -1959
C - D 1324 - 2761 F - G 1324 - 2761
D - E 1102 -1959 G - H 1446 - 3039
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2656 -1166 K - J 2199 - 829
L - K 2199 - 848 J - H 2656 -1147
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 520 -130 K - F 512 - 724
D - K 512 - 724 F - J 520 -130
E - K 1316 - 693
X% lei
NA`
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) 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 ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10, _
as applicable. Apply Oates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Defer to /11� -�
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information. /'�1 �LPPII NN
Alpine, a division of ITW BuildinccLLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANMCO-a
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover paWe 6750 Forum Drive
listing this drawing indicates acceptance of professional encLVeering responsibility solely7for 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: 1pinst.orp: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
SEQN: 49803 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T23 /
FROM: PFH Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.5725E
Truss Label: A1A �SSB / DF 03/18/2021
21'1"12
"2
T1094 12'192 17Y 0"4 19' " i 26'6"4 30'9"2 388"
T10"14 4'2"14 5'8"8 1'S" 2 5'4"8 47"14 + T10'y4 ,
= SX5
F
T
1 �
T2 ',4X4
y4X4 T3
12 D H
6 17 w9
06C5 5�5
R N
e J
q +
K 8'8"
4X6(A2) U �5X14 =5X8 aF =6X8 =5X14 L=4X6(A2)
Loading Criteria (psf) Wind Criteria
TCLL: 20.00 Wind Std: ASCE 7-16
TCDL: 7.00 Speed: 160 mph
BCLL: 0.00 Enclosure: Closed
BCDL: 10.00 Risk Category: II
Des Ld: 37.00 EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00 TCDL: 4.2 psf
Soffit: 0.00 BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h
Spacing: 24.0 " C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3; W6,W9 2x4 SP #2 N;
Plating Notes
All plates are 2X4 except as noted.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
+ Bottom Chord section between vertcials may
be removed.
38'8"
58"°4811
26'051�14TT3881710 I
21'
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
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.201 E 999 360
VERT(CL): 0.375 E 999 240
HORZ(LL): 0.100 L - -
HORZ(TL): 0.186 L
Creep Factor: 2.0
Max TC CSI: 0.739
Max BC CSI: 0.793
Max Web CSI: 0.865
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1518 /- /- /936 /301 /432
J 1518 /- /- /936 /301 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.1
J Brg Width = 8.0 Min Req = 2.1
Bearings B & J are a rigid surface.
Bearings B & J require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1366 - 2665 F - G 1495 - 2370
C - D 1312 - 2278 G - H 1355 - 2399
D - E 1328 - 2355 H - 1 1311 - 2276
E - F 1493 - 2326 I - J 1366 - 2665
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp.
Chords
Tens. Comp.
B - U 2299 -1067
M - L
2298 -1049
U - T 2297 -1068
L - J
2300 -1048
R-N 1841 -595
lff''0�I
Wl+e►s
`� 4 �VN®LT•L+
Maximum Web Forces Per Ply (Ibs)
@ * 06
`� ; 00-0. Webs Tens.Comp. Webs Tens. Comp.
611 CEIV ll
wad®
to a � y C - T 315 -446
F - N
1047 -722
pG
s + No. 86367 0 T-R 2100 -905
N-M
2114 -888
f d • w E - R 387 - 251
M - 1
319 - 451
o . .r. R - F 1050 -747
o STATE OF � c�
WO
S •OO<A �
,ONAj `�,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"WARNING"' READ AND FOLLOW ALL NOTES ON THIS DRAWING
"IMPORTANT•' FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
— bracing per BCSI. Unless noted otherwise, top chord shall have proper)% 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 B3r B7 or B10,
as applicable. App�y plates to each face of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,_ installation and bracincL of trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional engineering responsibilit solelyor the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building Designer per ANSI/TXI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcinduslrv.com: ICC: iccsafe.ora: AWC: awc.ora
ALPINE
.N COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49804 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T17 /
FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57600
Truss Label: A2 SSB / DF 03/18/2021
6'1"7
6'1 "7
15 19,
663"1
W
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: 3.87 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" cc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
25'11"1 32'6"9 38'8"
6'11"1 6% 6'1"7
=5X5
E
38'8"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf. NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
18'8"
28'8"
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): 0.208 K 999 360
VERT(CL): 0.361 K 999 240
HORZ(LL): 0.076 J - -
HORZ(TL): 0.131 J
Creep Factor: 2.0
Max TC CSI: 0.531
Max BC CSI: 0.793
Max Web CSI: 0.427
Ver: 20.02.00A.1020.20
`,,J Wak r'se
• No, 86367 a
• O
STATE OF
® q
10' 1'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 1660 /- /- /936 /292 /427
H 1660 /- /- /936 /292 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 2.0
H Brg Width = 8.0 Min Req = 2.0
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 1415 - 3039 E - F 1069 -1960
C - D 1292 - 2761 F - G 1292 - 2761
D - E 1070 -1960 G - H 1415 - 3039
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2656 -1142 K - J 2199 - 804
L - K 2199 - 824 J - H 2656 -1121
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 520 -130 E - K 1314 - 596
D - K 517 - 723 F - J 520 -131
K - F 518 - 723
.oytf /ONAI.
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/18/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating handlin shipping, installing and bracing. , Refer to and follow the latest edition of-BCSI (Building
It Safety Information, by TPI and'SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
r--BCSL--Unless.noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly__.
lid ceiling Locations shown for permanent,lateral Testraint ovwebs shall have bracing installed per BCSI sections B3, B7 or 610
Sle. Apply plates to each face, oT truss and position as -shown above -and on the Joins Details, unless noted otherwise. P fer to
60A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ivision of ITW BuildinggComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
lformance with ANSI/TPI 1, or for handling, shipping,, not,
and bracingof trusses. A seal on this drawing,
or cover pa e
Jrawinfq Indicates acceptance of professional encLsneering responsibility solelyor the design shown. The suitabilify and use of this
any s ructure is the responsibility of the Building -Designer per ANSI/T I 1 Sec.2.
web
AWC:
ALPINE
ANI COMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
• SEQN: 498051 HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T16 /
FROM: RWM Qty: 2 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57272
Truss Label: A3 SSB / DF 03/18/2021
M
b
io
T10"14 17' 21'8" 30'9"2
T10"14 91"2 4'8" 9-1 "2
�1' I 10'
10'
9-4"
19'4"
=5X5 =5X5
D E
38'8"
9'4"
28'8"
38'8"
7'10"14
10, 1'
38'8"��
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in too L/deft U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf. NA Ce: NA
VERT(LL): 0.183 J 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 1716 /_ /_ /940 /309 /385
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.309 J 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.068 1 - -
G 1716 /- /- /940 /309 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.116 1
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 2.0
Soffit: 0.00
5.0
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.759
G Br Width = 8.0 Min Re
9 q = 2.0
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.739
Bearings B & G are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Rep Fac: Yes
Max Web CSI: 0.592
Bearings B & G require a seat plate.
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
o r
Lu111uCr
Top chord: 2x4 SP #2 N; T2,T4 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1; B2,B3 2x4 SP 240of-2.OE;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Loading
Truss passed check for 20 psf additional bottom chord
live load in areas with 42"-high x 24"-wide clearance.
Wind
Wind loads based on MWFRS with additional C&C
.0111111 If I If
atAH WAk
s>
No. 86367 .
r y tl Z
•
e
a STATE OF
C - D 1617 - 2927 F - G 1593 - 3121
D - E 1280 - 2045
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - K 2718 -1300 J - 1 1979 - 765
K - J 1979 - 785 1 - G 2718 -1280
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - K 501 - 443 E - 1 837 - 441
K - D 837 -441 1 - F 501 -443
member design. 00, P , *4 40RIVp. `1b
Wind loading based on both gable and hip roof types. i'� ss of a p f9 v
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT*" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. , Refer -to -and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid 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 otruss and position as shown above and on the Joint9Details, unless noted otherwise. Peter to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinlgComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the ANI CCWAW
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracinccl1� of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional enpps�neering responsibility solely or the design shown. The suitability and use of This
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:.alpineitw.com: TPI: toinst.orc: SBCA: sbcindustrv.com:. ICC: iccsafe.ora: AWC: awe-ora Orlando FL, 32821
SEQN: 49806 / HIPS
Ply: 1
Job Number: N333986
R 8975 JRef:1X3T89750069 T15 /
FROM: RWM
Qty: 2
7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
fDN.ust:
n: 077.21.1122.57539
Truss Label: A4
SSB / DF 03/18/2021
7'1014 15' 30'9"2 38'8"
7'10"14 7'1 "2 8'8" 7'1 "2 7'10"14
5X5 =5X5
D T3 E
12
6 �5X5 �5F5
C
io
W uo
W1
B C,
A
� H �88
4X6(A2) =6X6 B2 -6X6 B3 =6X6=4X6(A2)
38'8"
it0' 9'4" 9'4" 10,
10' 19'4" 28'8" 38'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.194 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.333 J 999 240 B 1694 /- /- /938 /319 /344
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.068 1 - - G 1694 /- /- /938 /319 !-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.116 1 - - Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 2.0
TCDL: 4.2 psf
G Br Width = 8.0 Min Re
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.939 9 q = 2.0
Load Duration: 1.25 MWFRS Parallel Dist: h to 2h TPI Std: 2014 Max BC CSI: 0.744 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.496
Members not listed have forces less than 375#
Loc. from endwall: not in 9.o0 ft FT/RT:20(0)/10(0) Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber B - C 1729 - 3051 E - F 1748 - 2859
C - D 1748 - 2859 F - G 1729 - 3051
Top chord: 2x4 SP #2 N; T3 2x4 SP #1; D - E 1464 -2203
Bot chord: 2x4 SP #1; B2,B3 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #2 N; W1,W6 2x4 SP #3;
Maximum Bot Chord Forces Per Ply (Ibs)
Loading Chords Tens.Comp. Chords Tens. Comp.
Truss passed check for 20 psf additional bottom chord B - K 2649 -1413 J - 1 2086 -1029
live load in areas with 42"-high x 24"-wide clearance. K - J 2086 -1048 I - G 2649 -1393
Wind
Wind loads based on MWFRS with additional C&C ��al4111►� Maximum Web Forces Per Ply (Ibs)
member design.
�A,/�/r+ Webs Tens.Comp. Webs Tens. Comp.
j�
q�;`,`
Wind loading based on both gable and hip roof types. ♦ hQ e e e �` 1i C - K 405 -360 E - I 712 -314
r�/mod K-D 712 -314 I-F 405 -360
4�a♦1^�®a 10E�h•ea
No. 86367
e e
e
o STATE OF a 4
��Ip/b�1�a1111j1
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
""WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing. and -bracing. ; Refer to and follow the latest edition of BCSI (Building -
Component -Safety Information, by TPI SBCA) for
and safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless -noted otherwise, top chord shall have attached bottom have
properly structural sheathing and chord shall a properly
attache. ri id ceilin Locations shown for permanent lateral resttraint off webs shall have bracinq installed per BCSI sections-B3, B7 or 1310,
as App�y to face
applicab3 plates each
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
Alpine, a division of ITW Buildin Components Group Inc. shall not;be respponsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI 1, or for handling, shipping,. mstal!ation and bracinclof trusses. A seal on this drawing or cover pa a
listing this drawing indicates acceptance of professional enUegring responsibility solely -for the design shown. The suitability and use of this 6750 Forum Drive
drawing for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Suite 305
Fpr more information see these web sites: Alpine: alpineitw com; TPI: tpinst orq; SBCA• sbcindustrycom; ICC• iccsafe orq• AWC: awc orq Orlando FL 32821
SEQN: 49807/ HIPS
Ply: 1
Job Number: N333986
Cust: R8975 JRef:1X3T89750069 T14 /
FROM: RWM
Qty: 2
7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
DrwNo: 077.21.1122.57538
Truss Label: A5
SSB ! DF 03/18/2021
6'9"4 13' 19'4" 25'8"
31'10"12 38'8"
6'2"12 6'4" 6'4"
6'2"12 6'9"4
,5X5 II12X4 =5X5
D E F
12
6 zxa
C
zxa
r�
o
G
N_
W3
Z
B
A
H
t__0
a 3
18'8„
4X6(A2) =6X6 =5X8 =6X6=4X6(A2)
38'8"
10' 9'4" 9'4"
10,
10' 19'4" 28'8"
38'8"
Loading Criteria (pst) 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 U#
Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.220 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.382 E 999 240
B 1665 !- /- /931 /699 /303
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 J - -
H 1665 /- /- /931 /699 /-
Des Ld: 37.00 MC Kzt: NA
ean Height: 15.00 ft HORZ(TL): 0.130 J
Mea
Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0
TCDL: psf
B Brg Width = 8.0 Min Req = 2.0
5.2
Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.535
H Br Width = 8.0 Min Re
9 q = 2.0
Load Duration: 1.25 TPI Std: 2014 Max BC CSI: 0.797
MWFRS Parallel Dist: h/2 to h
Bearings B & H are a rigid surface.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.565
Bearings B & H require a seat plate.
Loc. from endwall: not in 9.00 it FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18 Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
Wind Duration: 1.60 WAVE VIEW Ver: 20.02.00A.1020.20
Lumber
B - C 1934 - 3031 E - F 1860 - 2498
Top chord: 2x4 SP #2 N;
C - D 1844 - 2775 F - G 1844 - 2775
Bot chord: 2x4 SP #1;
D - E 1860 -2498 G - H 1934 - 3031
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Loading
Chords Tens.Comp. Chords Tens. Comp.
Truss passed check for 20 psf additional bottom chord
B - L 2643 -1613 K - J 2172 -1247
live load in areas with 42"-high x 24"-wide clearance.
L - K 2172 -1267 J - H 2643 -1594
Wind
Wind loads based on MWFRS with additional C&C `�11 a 9i 41111iI+
Maximum Web Forces Per Ply (Ibs)
member design. t iWAI{ lOr�r
Webs Tens.Comp. Webs Tens. Comp.
,tkw
Wind loading based on both gable and hip roof types. *� (� 0 • • • 1 /4'� �Al
C - L 385 - 333 K - F 470 - 357
+4/PA,
(A
L-D 573 -188 F-J 573 -188
D-K 470 -357 J-G 85 -333
K 58 - 353
No. 86367
r
c�,�
e STATE OF ®IN
�.
��i�s��••pe®� 'off
dil
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer and follow the latest edition
Component Safety Information, by TPI and SBCA)
of BCSI (Building --
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 ri id ceiling Locations shown for ermanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as Apply to face, truss
applicable. plates each of and position as shown above and on the Join Details, unless noted otherwise.
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
F�efer to A LPI 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 AN MNCOWANY
truss in conformance with ANSI/) PI 1, or for handling, shipping,. installation and bracingof trusses. A this drawingor
seal on cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solelyor the design shown. The suitabiliy and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSINI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindusl .com; ]CC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49808 / HIPS Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T12 /
FROM: RWM City: 1 ,7A5l320 ,167ED ,RH01 / 1672/ARIA14EAB ELEV.D DrwNo: 077.21.1122.58006
Truss Label: A6 �SSB / WHK 03/18/2021
5'9"4 11' 19,
5'9"4 f E-12 8'
10,
10,
27'8" 32'10"12 38'8"
8'8" 5'2"12 5'9"4
5X5 = 5X5 ; 5X5
D E T3 F
9'4"
19'4"
38'8"
9'4"
28'8"
10, 1'
38'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in lac L/defl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.203 E 999 360
Loc R+ ! R- / Rh / Rw / U / RL
B 1518 /- /- /918 f701 /263
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.378 E 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.064 J - -
H 1518 /- /- /918 1701 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.120 J
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.0 psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.832
H Br Width = 8.0 Min Re
9 q = 1.8
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.731
Bearings B & H are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.87 ft -
Rep Fac: Yes
Max Web CSI: 0.575
Bearings B & H require a seat plate.
Loc. from endwall: not in 9.0o ft
FT/RT:20(0)/10(0)
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
I
Chords__ Tens.Comp. Chords Tens. Comp.
_
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
o r
Lumber
Top chord: 2x4 SP #2 N; T3 2x4 SP #1;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W5 2x4 SP #2 N;
Bracing
(a) 1 X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types
`��oi�f�f�rPrP�r►�i
�d,
e Q S 4' 50
° �\�' E l� / '�'+
s L r i�
e
No.86367 a
r
o i m w
�2.
- STATE OF�,Iv
r�®Ig'`F" �4 ORIVr
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING- READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricatingg= handlin shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply Oates to each face of truss and position as shown above and on the Join i Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$c�Components Group Inc. shall not.be responsible for any deviation from this drawing, any failure to build the ANrrWCCWAW
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing -this drawing indicates acceptance of professional.enc �ineenng responsibilityV solely for the design shown. The suitability and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq; SBCA: sbcindustrv.com: )CC: iccsafe.ora: AWC: awc.oro _. _ Orlando FL, 32821
V -LJ/J
C - D 1978 - 2450 F - G 1982 - 2452
D - E 2329 - 2603 G - H 2108 - 2718
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2374 -1780 K - J 2081 -1495
L - K 2074 -1505 J- H 2371 -1756
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
L - D 462 - 70 K - F 591 - 598
D - K 635 - 662 F - J 461 - 62
E - K 734 - 496
SEQN: 49809/ HIPS
Ply: 1
Job Number: N333986
Cust: R8975 JRef:1X3T89750069 T9 /
FROM: RWM
Qty: 1
7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
DrwNo: 077.21.1122.57210
Truss Label: A8
SSB / WHK 03/18/2021
9' 17' 21'8" 29'8" 38'8"
9' 8' 4'8" 8' 9'
6X6 T2 —D5X5 =4ET34 =6X6
F
T ,2
6
W
o (a) (a)
W5
B G In
1
DA H I 88"
=4X6(A2) -6X6 =5X5 =6X6=4X6(A2) 1
38'8"
�1 10; 9,4„ 9-4" 10, 1
1019'4" 28'8" 38'8"
Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs)
TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity
TCDL: 7.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.229 J 999 360 Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.427 J 999 240 B 1518 /- /- /900 f703 /222
BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.075 1 - - G 1518 P /- /900 f703 /-
EXP: C Kzt: NA
Des Ld: 37.00 Mean Height: 15.00 ft HORZ(TL): 0.140 1 Wind reactions based on MWFRS
NCBCLL: 10.00 Building Code: Creep Factor: 2.0 B Brg Width = 8.0 Min Req = 1.8
TCDL: psf
5.2
G Br Width = 8.0 Min Re
Soffit: 0.00 FBC 7th Ed. 2020 Res. Max TC CSI: 0.906 9 q = 1.8
BCDL: 5.0 psf
Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.794 Bearings B & G are a rigid surface.
Bearings B & G require a seat plate.
Spacing: 24.0 " C&C Dist a: 3.87 ft Rep Fac: Yes Max Web CSI: 0.280
Members not listed have forces less than 375#
Loc. from endwall: not in 9.00 ft FT/RT:20(0)/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 2172 -2622 E - F 2160 -2395
C - D ' 2160 - 2395 F - G 2172 - 2621
Top chord: 2x4 SP #1; T2,T3 2x4 SP #2 N; D - E 2774 -3079
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W2,W5 2x4 SP #2 N;
Maximum Bot Chord Forces Per Ply (Ibs)
Bracing Chords Tens.Comp. Chords Tens. Comp.
(a) 1X4 #3SRB or better continuous lateral restraint to B - K 2256 -1787 J - 1 3036 -2492
be equally spaced. Attach with (2) 8d Box or Gun K - J 3034 -2506 I - G 2256 -1766
nails(0.113"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)
iO�tllfl�PlO�r
Webs Tens.Comp.Webs Tens.
used in ld f CLR�ry� W�4k �'j Comp.
or scab reinforcement f b(1)
restraint.
(2)eu
substitute (1) scab CLR ane cabs ��1�a
when to be 6 9 a 41 a f ♦ � �A, K - D 866 -763 IE- F 688 - 391
saforme s!zeR'S
Braden and Orelnforcement
length of web ®O��+L�vO 4
��°
member. Attach with 0.128x3" gun nails @ 6" oc. wd ♦♦ �,`��" '
Wind u+`4 No.186367
Wind loads based on MWFRS with additional C&C o ♦ w 01.
0
member design. s
Wind loading based on both gable and hip roof types. p ♦ o �®
STATE OF 4,
°,F a: oRio'���
���Olildlfll�tia�,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricatingg handling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and'SBCA) for to
safety practices prior performing these functions. Installers shall provide temporary
bracing per BCSI. Unless -noted otherwise, top -chord shall have propedv 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 Apply to
applicab-le. plates
Jrawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
each face of truss and position as shown above and on the Join Details, unless noted otherwise. Ffefer to ALPINE
Alpine, a division of ITW Buildingp�Components Group Inc. $hall not be responsible for any deviation from this drawing, any failure to build the AN TVCOMPFNY
truss in conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracin44 of trusses. A seal on this drawing or cover page
isting this drawing indicates acceptance of professional enl1ineenng responsibilityy solely for the design shown. The suitability and use of this 6750 Forum Drive
hawing for any structure is the responsibility of the Build ingUesigner ANSI/TPI 1 Sec.2. Suite 305
per
:qr--more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.org; SBCA: sbcindustry.com; [CC: iccsafe.orq: AWC: awc.orq Orlando FL, 32821
SEQN: 498271 HIPS Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3T89750069 T25 /
FROM: HMT City: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58273
Truss Label: A10G / YK 03/18/2021
T
0
l71
7'
7
17'
10,
26'4
94"
31'8" 38'8"
54" 7'
12 tll 8 CT2 =8XD10 T3 =H1014 �6X6
E T4 F
26'4" i12'4"
7'1"12 4'10"4 5' 5'8" 3'8" 5'0"8 TWEI 1�
7'1"12 12' 17' 22'8" 26'4" 31'4"8 38'8"
11
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.147 M 999 360
VERT(CL): 0.278 M 999 240
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1751 /- /- A /806 /-
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.053 K - -
J 4100 A /- /- /1843 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.101 K
G 256 /- /- /- /134 /-
Building Code:
NCBCLL: 0.00
Mean Height: 10.51 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.785
B Br Width = 8.0 Min Re 2.1
9 q
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Std: 2014
Max BC CSI: 0.979
J Brg Width = 8.0 Min Req = 5.7
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Rep Fac: No
Max Web CSI: 0.870
G Brg Width = 8.0 Min Req = 1.5Bearings
Loc. from endwall: NA
FT/RT:20(0)/10(0)
B, J, & G are a rigid surface.
Bearings B, J. & G require a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE HS
VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
�ulflmrl
tnorus
I ens.uomp.
L;noras
I ens. comp.
Top chord: 2x4 SP #2 N; T2,T3 2x6 SP SS;
T4 2x6 SP #2 N;
B - C
1493 - 3260
C - D
1247 - 3005
Bot chord: 2x4 SP #2 N; B1 2x4 SP #1;
Webs: 2x4 SP #3; W6 2x4 SP #2 N;
Maximum Bot Chord Forces Per
Ply (Ibs)
Chords
Tens.Comp.
Chords
Tens. Comp.
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
B - N
2859 -1288
L - K
2810 -1334
be equally spaced. Attach with Box or Gun
N - M
2884 -1292
K - J
791 -1817
nails(0.113"x2.5",min.). Restraintnt material to be supplied
M - L
2810 -1334
J - 1
791 -1817
and attached at both ends to a suitable support by
�*ii f @11 r Pa//rr/
erection contractor.
,®®t� AL 1 A 1� .0
►Y
Maximum
Web Forces
Per Ply (Ibs)
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
,a ©1`1 #,
`0 d ®• • • �•1 • • P,
lkv
Webs
Tens.Comp.
Webs
Tens. Comp.
for (2) CLR'S where shown. Scab reinforcement to be
�,k • # `�� r Ys M •►
C - N
617 -100
E - J
1938 - 3930
same size, species, grade, and 80% length of web
�A 0 � e 6 �,,�
D - K
1588 -3143
E - I
2067 872
member. Attach with 0.128x3" gun nails @ 6" oc.
a A tg t�GC
K - E
2681 -1062
1 - F
372 -487
Loading
w • '�t PV V
R
• .r
#1 hip supports 7-0-0 jacks with no webs.
® • �n � o
Wind
®® STATE 4/i a 4d/
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
e to
®•4 Z QRIQ`• ® o�a`'�
dv®iPs so •
'� 0 jk�'
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
nent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall -provide temporary.
CrBCSI- Unless -noted otherwise, top chord shall have proper)y attached structural sheathing and bottom chord shall have a properly
tl rigpid ceilin Locations shown for permanent lateral restraint of webs shall have bracin installed per.BCSI sections B3, B7 or B10,
icable. Apply plates to each face otruss-and- position. as shown above and on the Join Details, unless noted otherwise. Refer -to
Is 160A-Z for standard plate positions. Refer tojob's General Notes page for additional information. A L.PI NE
a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any.deviation from this drawing, any failure to build the — FNMCOW—
conformance with ANSI/TPI 1, or for handling, shipping,. installation and bracinp of trusses. A seal on this drawing or cover page_ — 675o Forum -Drive
its drawing, indicates acceptance of professional en ineenng responsibilit solely for the design -shown: The suitability and use of This
r/rng for any s ructure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305 -
more information see these web sites: Alpine: alpineitw com• TPI: tpinst or • SBCA: sbcindustry com; ICC• iccsafe org• AWC: awc org Orlando FL 32821
• SEQN: 49810 / SPEC Ply: 1
FROM: RWM Qty: 1
•
7'10"14
r T10"14
Job Number: N333986
,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D
Truss Label: A7
13'10" 16'8" i 21'4"
5'11"2 2'10" r 4161,
5X5
D
Cust: R 8975 JRO:1X3T89750069 T11 /
D rw No: 077.21.1122.67913
SSB / WHK 03/18/2021
27'8" J 32'62 38'8"
6'4" 4'102 61"14
5X5 =4X4 =5X5
E F G
12
6 5CX5 T
W �; 2X4
(a) (a) (a) H
o CO
W6
B
A J
4X6(A2) -6X8 =-5X5 =5X8 =4X6(A2)
1' 10,
-r 10,
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Des Ld: 37.00
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3,W6 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"x2.5",min.). Restraint material to be supplied
and attached at both ends to a suitable support by
erection contractor.
(a) or scab reinforcement may be used in lieu of CLR
restraint. substitute (1) scab for (1) CLR and (2) scabs
for (2) CLR'S where shown. Scab reinforcement to be
same size, species, grade, and 80% length of web
member. Attach with 0.128x3" gun nails @ 6" oc.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
38'8"
9'4"
19'4"
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
9'4"
28'8"
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.220 L 999 360
VERT(CL): 0.410 L 999 240
HORZ(LL): 0.068 K - -
HORZ(TL): 0.127 K -
Creep Factor: 2.0
Max TC CSI: 0.881
Max BC CSI: 0.744
Max Web CSI: 0.994
Ve r: 20.02.00A.1020.20
`,li,wI II III I I?ifh/j
a
o' No, 86367
p � b
STATE OF 4--
10,
38'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 1515 /- /- /920 /695 /320
1 1518 /- /- /916 /697 /-
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 1852 - 2648 F - G 1655 -1995
C - D 1866 - 2456 G - H 1826 - 2444
D - E 1240 -1492 H - 1 1946 - 2706
E - F 2048 - 2513
Maximum Bat Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - M 2290 -1492 L - K 2498 -1741
M - L 2446 -1670 K - I 2358 -1608
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - M 409 - 357 F - K 610 - 632
M - D 1664 -1210 G - K 768 - 442
M - E 1241 -1466
ll(11l801Ib6
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
`"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating,- hand ling shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI anSBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have Rroperr attached structural sheathing and bottom chord shall have a properly -
attached d id ceilincl Locations shown for permanent lateral restraint of webs shall have bracininstalled per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each -face of truss and position as shown above and on the Join Details, unless noted otherwise. ffefer to A LPI N E
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the M COWA .,
truss in conformance with ANSI 1,- or for handling, shipping,. installation and bracin of trusses. A seal on this drawingor cover page 675o Forum Drive
listing -this _drawinq -indicates-acceptance of professional engineering responsibilityy solely -for the design shown. The suitabilify and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com:-TPI: tpinsl.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
SEQN: 49811 / SPEC Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3T89750069 T21 I
FROM: RWM Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57881
Truss Label: A9 SSB / WHK 03/18/2021
7'10"14 13'10" 18'8" 24'8" 29'8" 38'8"
7'10"14 5'11'T 4'10" 6' 5' 9'
6X6
D
12 =6X6 =-4X4 �5X5
6 05CX5 E F G
(a) T
W3
T5 r
c
A
B H
4X6(A2) =5X5 =8X8 -6X6=3X6(A1)
1' 10,
10,
9'4"
19'4"
38'8"
9'4"
28'8"
10, 1
38'8"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (Ibs)
TCLL: 20.00
Wind Std: ASCE 7-16
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): 0.292 E 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 1514 /- /- /909 /694 /320
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.544 E 846 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.073 D - -
H 1516 /- !- /903 /698 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.137 D
Wind reactions based on MWFRS
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: psf
Creep Factor: 2.0
B Brg Width = 8.0 Min Req = 1.8
Soffit: 0.00
BCDL: 5.0 psf
5.0
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.879
H Br Width = 8.0 Min Re
9 q = 1.8
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.773
Bearings B & H are a rigid surface.
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Rep Fac: Yes
Max Web CSI: 0.845
Bearings B & H require a seat plate.Members
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
GCpi: 0.18
Plate Type(s):
Chords Tens.Comp. Chords Tens. Comp.
VIEW Ver: 20.02.00A.1020.20
Wind Duration_ 1.60
WAVE
D r
Lumber
Top chord: 2x4 SP #2 N; T5 2x4 SP 2400f-2.OE;
Bot chord: 2x4 SP #1;
Webs: 2x4 SP #3; W3 2x4 SP #2 N;
Bracing
(a) 1X4 #3SRB or better continuous lateral restraint to
be equally spaced. Attach with (2) 8d Box or Gun
nails(0.113"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
,�toi11lf11P►t//�P
0'
6
No. 663C.
67
m
q
x; STATE OF • 4r
t.
wo • • �a
- F _1 -owe
C - D 1857 - 2461 F - G 1887 - 2379
D - E 3122 - 3805 G - H 1897 - 2600
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - L 2290 -1467 K - J 2821 - 2050
L - K 1836 -1131 J - H 2232 -1497
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - L
404 - 352
E - K
1795 -1982
L - D
598 - 307
F - J
697 - 665
D - K
2451 - 2042
J - G
727 - 446
ONAL
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,.top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attache' ri id ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10.
as applicabgle. Apply plates to each face oT truss and position as shown above and on the Join Details, unless noted otherwise. Defer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin$cLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracing of trusses. A seal on this drawin or cover page
listing this drawingg indicates acceptance of professional en ineenng responsibilittyv solely for the design shown. The suitability and use of this
drawing for any sfructure is the responsibility of the Building -Designer per ANSVTPI 1 Sec.
2.
For more information see these web sites: -.Alpine: aloineilw.com: TPI• tninst om, SRCA• shcindostry enm• ntnir• anrn
AL NE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49828 / SPEC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T4 /
FROM: HMT Qty: 1 ,7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57960
Truss Label: A8G / YK 03/18/2021
7'10"14
7'10"14
13'10" 20'8"
5'1 V2 6'10"
5X5
D
26. 31'8" 38'8"
5'4'. 5'8" 7'
12
6 of5X5 �5X10(SRS) _
E _4 F10 T4 ,5X5
G
Tzo
B H o
A , 188
3X6(A1) 0L K
1112X4 =5X10 1112X4 1114X4=4X6=3X6(A1)
5X5
21'
5'
7'11"5 6'0"11 69"12 3'10"4 1'4" 5'4"8
7'11"5 14' 20'9"12 248" 26' 31'4"8
Loading Criteria (psf)
Wind Criteria
TCLL: 20.00
Wind Std: ASCE 7-16
TCDL: 7.00
Speed: 160 mph
BCLL: 0.00
Enclosure: Closed
BCDL: 10.00
Risk Category: II
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
NCBCLL: 10.00
TCDL: 4.2 psf
Soffit: 0.00
BCDL: 5.0 psf
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
Spacing: 24.0 "
C&C Dist a: 3.87 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N; T4 2x4 SP #1
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Special Loads
------(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25)
TC: From 56 plf at -1.00 to 56 plf at
27.73
TC: From 28 plf at 27.73 to 28 pif at
31.67
TC: From 56 plf at 31.67 to 56 plf at
39.67
BC: From 20 plf at 0.00 to 20 plf at
27.73
BC: From 10 plf at 27.73 to 10 plf at
31.64
BC: From 20 plf at 31.64 to 20 plf at
38.67
TC: 177 lb Conc. Load at 27.73
TC: 161 lb Conc. Load at 29.60,31.60
TC: 214 lb Conc. Load at 31.64
BC: 126 lb Conc. Load at 27.73,29.60
BC: 489 lb Conc. Load at 31.64
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fee: Varies by Ld Case
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.031 G 999 360
VERT(CL): 0.059 G 999 240
HORZ(LL): 0.013 O - -
HORZ(TL): 0.024 O
Creep Factor: 2.0
Max TC CSI: 0.753
Max BC CSI: 0.884
Max Web CSI: 0.669
Ver: 20.02.00A.1020.20
o o . r'
0®eo�% rp
�`i
ate`` '��©N 0F'Ns�'+
a
ti No $6367 's
* p w
�a STATE OF
12'8"
7'3"8 1'
38i'_'
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 782 /- 1- /- /376 /-
M 1016 /- /- /- /452 /-
K 1681 A /- /- /807 A
H 903 A A /- /436 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
M Brg Width = 8.0 Min Req = 1.5
K Brg Width = 8.0 Min Req = 2.3
H Brg Width = 8.0 Min Req = 1.5
Bearings B, M. K, & H are a rigid surface.
Bearings-B, M, K, & H require a seat plate.
Members not listed have forces less than 375#
Maximum Top Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - C 523 -1085 E - F 389 -158
C-D 271 -542 F-G 518 -1166
D - E 277 - 546 G - H 679 -1396
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B - O 894 -402 J - H 1184 - 553
O - N 890 -403
Maximum Web Forces Per Ply (Ibs)
Webs
Tens.Comp.
Webs
Tens. Comp.
C - N
264 - 582
F - K
831 -1371
N - E
813 - 362
F - J
1757 - 797
E - M
513 - 875
J - G
439 - 244
C�1TifV'ap' '`~
At.
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/18/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT- FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of
Safety, Information,, by, TPI and SBCA) for safety practices prior to performing these functions. Installers shall ❑roe
Alpine, a division of ITW Building
truss in conformance with ANS71A
• - listing this drawin indicates acci
drawing for any structure is the re
For more information see these web
feral Noies page Tor aoontonal intormation.
not. be responsible for any deviation from this drawing, any failure to build the
g,, installation and bracing of trusses. A seal on this drawing or cover page
ering responsibility solely for the design shown. The suitability and use of This
Jgnerper ANSI/TPI 1 Sec.2.
TPI:
AWC: awc.ora .. -
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49812 / COMN Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1 X3T89750069 T29 /
FROM: RWM Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58069
Truss Label: B1 SSB / WHK 03/18/2021
T10"14 13'10..
T1014 + 5'11"2
21'
7'11"5
T11"5
6'0"11
14'
=4X4
D
20'10"4
7'0"4
T
21'
26'4"
5'S"12
5'4"
5'4"
26'4"
T
V0'3
_L
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): 0.034 J 999 360
VERT(CL): 0.062 J 999 240
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 845 /- /- /554 /191 /280
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.013 J - -
H 1051 /- /- /542 /186 /-
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.00 ft
HORZ(TL): 0.024 J
K 185 /- /- /121 /59 /-
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.664
B Brg Width = 8.0 Min Req = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.620
H Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.557
K Brg Width = 8.0 Min Req = 1.5
Loc. from endwall: not in 9.00 It
FT/RT:20(0)/10(0)
Bearings B, H, & K are a rigid surface.
Bearings B, H, & K require a seat plate.
GCn 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
Maximum Top Chord Forces Per Ply (Ibs)
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
0Ilt II1l//ter
1 A WAS ��ro
0
No 88367
0
-^ STATE OFQ-
Chords Tens.Comp. Chords Tens. Comp.
B - C 693 -1221 D - E 520 - 694
C - D 539 - 679
Maximum Bot Chord Forces Per Ply (Ibs)
Chords Tens.Comp. Chords Tens. Comp.
B -J 1015 -550 J - 1 1011 -551
Maximum Web Forces Per Ply (Ibs)
Webs Tens.Comp. Webs Tens. Comp.
C - 1 448 - 579 E - H 625 - 903
I-E 586 -174
°•o`��`•• C4RIV�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
quire extreme care in fabricating, handling, shipping, installing and bracing.. Refer to and follow -the latest edition of
d UdU MP r iu rerun �ocduons sr own ror ermanent rateral restraint or webs snarl have bracingq installed per BCSI sections B3, 87 dr B'10
as appllcab e. App y prates to each face o 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, a division of ITW Buildin$cLComponents Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,. installation and bracinQ4of trusses. A seal on this drawing or cover pag4
listing this drawing .indicates acceptance of professional en sneering responsibili(t�� solely -for the design shown. The suitability and use -of this
drawing for any structure is the responsibility of the Building -Designer per ANSVYT l 1 Sec.2.
Fpr more information see these web sites: Alpine: alpineitw.com: TPI: tvinst.ora: SBCA: sbcindustrv.com, ICC: icrsafe_ora, AWC• nwr. nrn
ALPINE
- M W COMPAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 498131 GABL Ply: 1 Job Number. N333986 Cust: R 8975 J Ref: 1 X3T89750069 T27 I
FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58007
Truss Label: B2GE SSB / WHK 03/18/2021
6.1"7
6'1"7
F-- 310 --i--- 2 3 14 —i !--2Pi— 2 0"4 �4
H
r6:.
20'8"
27'8"
1' 6'1°14 T10"2 13V
6'1"14 1 14' 1 27'8"
4'8" —i 1'8" -i
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or •=PLF
TCLL: 20.00
Wind Std: ASCE 7-16
Pg: NA Ct: NA CAT: NA
PP Deflection in loc L/defl U#
Gravity Non -Gravity
TCDL: 7.00
Speed: 160 mph
Pf: NA Ce: NA
VERT(LL): 0.021 O 999 360
Loc R+ / R- / Rh / Rw / U / RL
B 209 /- /- /104 /69 /290
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.040 O 999 240
BCDL: 10.00
Risk Category: II -
Snow Duration: NA
HORZ(LL): -0.011 M - -
B` 79 /- /- /43 /17 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.020 M
Z 256 /- /- /213 /99 /-
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
AA 57 /- /- /53 /26 /-
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.146
Wind reactions based on MWFRS
Load Duration:-1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.220
B Brg Width = 8.0 Min Req = 1.5
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.147
B Brg Width = 248 Min Req = -
Loc. from endwall: not in 9.0o ft
FT/RT:20(0)/l0(0)
Z Brg Width = 8.0 Min Req = 1.5
AA Brg Width = 16.0 Min Req = 1.5
GCpi: 0.18
Plate Type(s):
Bearings B, B, Z, & Z are a rigid surface.
Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE IVIEW
Bearings B, B, Z, & Z require a seat plate.
�umuer
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
Ali plates are 2X4 except as noted.
Loading
Gable end supports 8" max rake overhang. Top chord
must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETINOI18 for
gable wind bracing and other requirements.
IVlemners not imea nave forces less tnan 3 /b#
��d�trtm►Prvrrrlr
AHWA
� r •ra
No, $6367 m
O A
�o STATE OF • cv;
rwolo, �0 ORIa �q
NAI
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/18/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating handlingshipping, installing and bracing.— Refer to and follow the latest edition of BCSI (Building -
Component Safety Information, by TPI and'SBCA) r safety practices 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 rigid ceiling Locations shown for permanent lateral restraint of webs shall havebracinq installed per BCSI sections B3, B7--or B10.
as applicable. Apply plates to each face of truss and position as shown above and on the Join gDetails,-unless noted otherwise. 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 resp. onsible for any deviation from this drawing, any failure -to build the nN mvcornvauv
truss in conformance with ANSI/? PI 1, or for handling, shipping,. installation and bracin of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of.professional en ineenng responsibility solely -for the design shown. The suitability and use of this
drawing for any structure is the responsibility of the Building -Designer per ANSIITPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
SEQN: 49814 / GABL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T28 !
FROM: RWM Qty: 1 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57256
Truss Label: C1GE SSB / DF 03/18/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
4,2"
47'
�-- 2'
(TYP)
�— 27' 4X4
D
8'4"
4'2"
12
6
C E
N
O
B F
SU LiG8 8,
J H
2X4(A1) =2X4(A1)
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf - - .
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Plating Notes
All plates are 2X4 except as noted.
Loading
Gable end supports 8" max rake overhang. Top chord
must not be cut or notched.
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
See DWGS A16015ENC160118 & GBLLETIN0118 for
gable wind bracing and other requirements.
8'4"
8'4"
8'4"
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): 0.003 1 999 360
VERT(CL): 0.005 1 999 240
HORZ(LL): 0.001 H - -
HORZ(TL): 0.003 H
Creep Factor: 2.0
Max TC CSI: 0.160
Max BC CSI: 0.089
Max Web CSI: 0.092
Ve r: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs), or*=PLF
Gravity Non -Gravity
Loc R+ ! R- / Rh / Rw / U / RL
B* 185 /- A /135 /87 /59
F* 185 A A /135 /87 A
Wind reactions based on MWFRS
B Brg Width = 24.0 Min Req = -
F Brg Width = 24.0 Min Req = -
Bearings B & H are a rigid surface.
Bearings B & H require a seat plate.
Members not listed have forces less than 375#
�g®�t���tirfrorrrr
60 Wak.�p'°o.
CENS� +�
a .a
� Wei 0 A
STATE 4F
e
WO
rf. °rooe® e
41�ldllil;tld109�+'
FL REG# 278, Yoonhivak Kim, FL PE #86367
03/18/2021
'*WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing e.r-BCSI. Unless noted otherwise, top chord.shall have �roper)Y attached structural sheathing and bottom chord shall have a -properly -
attache J rigid ceiling Locations -shown for permanent lateral restraint of webs.shall have bracirrzl installed pe -BCSI sections B3, B7 or B10
as applicable._ AppTy-plates to -each face of truss and position as shown above and on the Joint Details, unless noted otherwise: Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine,.a-division of ITW BuildincQ Components Group Inc. shall not: be responsible for any deviation from this drawing, any failure to build the ANR COMPAW
truss m conformance with ANSI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing -this drawing,. indicates acceptance of professional engineering responsibilitty�-�solely-foY the design shown. The suitability and use of this Suite For drawing for any structure is the responsibility of the Building0 esigner per ANSI/TPI 1 Sec.2.305
For more information see these web sites: Alpine: alpineitw.com; TPI: toinst.oro: SBCA: sbcinduslrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32.821
SEQN: 49815 / VAL Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T7 /
FROM: RWM Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrvNo: 077.21.1122.58225
Truss Label: V4 / WHK 03/18/2021
111"8 3'11"
1'11"8 1 1'11"8
12
6 [�7' = 4X4
B
A4X4(D1)=4X4(D1) C
14'1.1"3
D
3'11"
3-11"
3'11"
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), 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): 0.004 999 360
LOG R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /32 /6 /6
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT(CL): 0.007 999 240
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): -0.001 - -
Wind reactions based on MWFRS
Des Ld: 37.00
EXP: C Kzt: NA
Mean Height: 15.59 ft
HORZ(TL): 0.003
D Brg Width = 47.0 Min Req = -
NCBCLL:10.00
_
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Bearing A is a rigid surface.
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.070
Members not listed have forces less than 375#
Load Duration: 1.25
MWFRS Parallel Dist: h to 2h
TPI Std: 2014
Max BC CSI: 0.098
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
Loc. from endwall: not in 9.o0 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1-020.20
Wind Duration: 1.60
WAVE
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
�ti�i1vr�rrP:r�
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100
No.86367
SL
°® STATE OF
ONAL
IdirtliIIoatte�+�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING'" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT*` FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component -Safety Information, by TPI and SBCA) for safety practices 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
attachetl ri id ceiling Locations shown for permanent lateral restraint -of webs shall have bracin installed per BCSI sections B3, B7 or B10
as applicab3 Apply plates to each face, of truss and position as shown above and on the Join Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division -of ITW BuildincL.Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa e
listing.this drawing indicates acceptance of professional enclmeering 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.
For more information -see these web sites: Alpine: alpineitw.com; TPI: tpinst.orq: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora
ALPINE
-6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49825 / VAL Ply: 1 Job Number: N333986 Cust: R 8976 JRef: 1X3T897500695 / T
FROM: RWM Qty: 1 .7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58022
Truss Label: MV01 SSB / WHK 03/18/2021
1112X4
19 B
r 4' 1 "11
4'1"11
4'1 "11
Loading Criteria (psf)
Wind Criteria
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or *=PLF
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): NA
Loc R+ / R- / Rh / Rw / U / RL
BCLL: 0.00
Enclosure: Closed
Lu: NA Cs: NA
VERT CL : NA
BCDL: 10.00
Risk Category: II
EXP: C Kzt: NA
Snow Duration: NA
HORZ(LL): 0.003 C
Wind reactions based on MWFRS
Des Ld: 37.00
Mean Height: 15.00 ft
HORZ(TL): 0.006 C - -
D Brg Width = 49.7 Min Req = -
NCBCLL: 10.00
TCDL: 4.2 psf
Building Code:
Creep Factor: 2.0
Bearing A is a rigid surface.
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.354
Members not listed have forces less than 375#
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.260
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.151
Loc. from endwall: not in 9.00 ft
FT/RT:20(0)/10(0)
GCpi: 0.18
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
Wind Duration: 1.60
WAVE
Lumnet
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
HWAk
0� ® ��e•o�e�"� yip
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;® No.86367
2.
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P ® STATE OF
OR IV,
ViIiSIQN A 1.
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
"IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
- Trusses require extreme care in fabricating, handlingshipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
- Component Safety Information, by TPI andSBCA) r safety practices prior to performing these functions. Installers shall provide temporary.
• bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly
attache, rigpid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and position as shown above and on the Joint Details, unless noted otherwise. Refer to
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the
truss in conformance with ANSI/ PI 1, or for handling, shipping,. Installation and bracingq� of trusses. A seal on this drawing or cover page
listing this drawing indicates acceptance of professional enggi�neering 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.
- For more information see these web sites: Alpine: aloineitw.com: TPI: toinst.oro: SBCA: sbcindustrv.com: ICC• irrsafp_nrn• AWC- nwr.. nrn _
ALPINE
A MCOWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 498161 VAL Ply: 1 Job Number: N333986 Cust: R8975 JRef:1X3T89750069 T6 /
FROM: RWM Qty: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57725
Truss Label: MV02 SSB / WHK 03/18/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
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: h to 2h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 9.00 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Webs: 2x4 SP #3;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Right end vertical not exposed to wind pressure.
Wind loading based on both gable and hip roof types.
Additional Notes
Valley truss connection to truss below shall be designed
and furnished by others .
12
6 1112X4B
4X4(D1) T
A N
T
Ll
10'11"13
V/// CD
1112X4
L 2'1"11 D
2'1"11
2' 1 "11
Snow Criteria (Pg,Pf in PSF)
Defl/CSI Criteria
♦ Maximum Reactions (lbs), or *=PLF
Pg: NA Ct: NA CAT: NA
PP Deflection in loc Udefl U#
Gravity Non -Gravity
Pf: NA Ce: NA
VERT(LL): NA
Loc R+ / R- / Rh / Rw / U / RL
D* 75 /- /- /45 /10 /13
Lu: NA Cs: NA
VERT(CL): NA
Snow Duration: NA
HORZ(LL): 0.000 C
Wind reactions based on MWFRS
HORZ(TL): 0.001 C
D Brg Width = 25.7 Min Req = -
Building Code:
Creep Factor: 2.0
Bearing A is a rigid surface.
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.057
Members not listed have forces less than 375#
TPI Std: 2014
Max BC CSI: 0.054
Rep Fac: Yes
Max Web CSI: 0.041
FT/RT:20(0)/10(0)
Plate Type(s):
VIEW Ver: 20.02.00A.1020.20
WnvF _
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•° 3EtV,90* ;top
No. 86367 9:
STATE OFc�,�
lS,ONAgilitio + t��,
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING** READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r sa shipping,
prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise,_top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attachetl rigid ceilirtq 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 Joins Details, unless noted otherwise. Refer to A LPI N G
drawings 16OA-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW.BuildinccLLComponents Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the A"rvcoru
truss in conformance with ANSIITPI 1, or for handling, shipping,,- installation and bracin of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional en meering responsibility solely -for the design shown. The suitability and use of This _
drawing for any sgructure is the responsibility of the Building -Designer per ANSIRI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineilw.com; TPI: t inst.or ; SBCA: sbcindust .com;- ICC: iccsafe.or ; AWC: awc.org Orlando FL, 32821
SEQN: 49817 / EJAC Ply: 1 Job Number: N333986 Cusl: R 8975 JRef:1X3T89750069 T3 /
FROM: RWM Qty: 2 7A51320 ,167ED ,RH01 /1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.58256
Truss Label: EJ7A / WHK 03/18/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
SDacino: 24.0 "
2'4" 7'
7'
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: Yes
FT/RT:20(0)/10(0)
Plate Type(s):
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.012 D
HORZ(TL): 0.021 D
Creep Factor: 2.0
Max TC CSI: 0.918
Max BC CSI: 0.504
Max Web CSI: 0.000
Ver: 20.02.00A.1020.20
L
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ /R- /Rh /Rw /U /RL
B 425 /- A /360 1168 /237
D 125 /- /- /67 /- /-
C 161 /- A /112 /160 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
,�ti;lit4 WA if
11411PlI��h
qeAl 0
.S
® a
No- 86367
STATE OF
"o,O�FS ®14 R
eefs�a�bA�
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
sses require extreme care in fabricating, hand lin , shipping, installing -and bracing. Refer to and follow the latest edition of BCSI (Building
nponent Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
cling per BCSI:.Unless- noted -otherwise, top chord shall have �roperr attached structural sheathing and bottom chord shall have a properly
iched rigqid-ceiling Locations shown for permanent lateral restraint of webs shall have bracingq installed per BCSI sections B3, B7 or B10,
applicable. _ AppTy Oates -to eaclT.face o.truss and position as shown above and on the Join -Details,— unless noted otherwise. Pefer to
wings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
ine, a division of ITW BuildinQ Components Group Inc. shall not be responsible for any deviation from this drawing, any, failure to build the
s-in conformance with ANSI 1, or for handling, shipping,, installation and bracingg of trusses. A seal on this drawtn or cover pac] e
ng this drawing indicates acceptance of professional engineering responsibilityy solely for the design shown. The suitability and use of Vs
wing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
more information see these web sites: Alpine: aloineitw.com: TPI, tninst.ora:-.SBCA: sbcindustrv_cam, ICC- icasafe_am- AWC awaorn
ALPINEANMCOAWAW
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 498181 EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 TB /
FROM: RWM city: 14 , A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57257
Truss Label: EJ7 SSB / WHK 03/1812021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacina: 24.0 "
. 3
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: h/2 to h
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
7'
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):
R
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
oIi`,I,ItIIIIffftI
..No Q A r1 WA �'L1r��'�
4
86367
a „ ..
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STATE OF
♦ j(.®%
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 331 /- /- /249 /108 /208
D 125 /- /- 173 /- /-
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#
Yr
Ole
" fSI()N
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handling shipping, installing and bracing. , Refer to and follow the latest edition of BCSI (Building -
Component Safety Information, by TPI anc7 SBCA) r safety practices prior to performing these functions. Installers shall provide temporary
bracing per;BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or 1310,
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 far standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW BuildinglComponents Group Inc. shall not responsible for any deviation from this drawing, any, failure to build the ANMCOMPAW
truss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing,
or cover pa a 675o Forum Drive
listing this drawing indicates acceptance of professional en sneering responsibility solely -for the design shown. The suitability and use of this Suite 305
drawing for any s9ructure is the responsibility of the Building -Designer per ANSUTPI 1 Sec.2.
For more information see these web sites: Aloine: aloineitw.com: TPI: toinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.oro Orlando FL, 32821-
SEQN: 49819 / EJAC Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T1 /
FROM: RWM Qty: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57975
Truss Label: EJ7S / WHK 03/18/2021
7?'-
T
7'
7'
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT(CL): NA
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
A 270 /- /- /179 /71 /186
BCDL: 10.00
Risk Category: II
Snow Duration: NA
HORZ(LL): 0.016 C -
C 126 /- /- /76 /- P
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.030 C - -
B 177 /- /- /132 /171 /-
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.738
A Br Width = 8.0 Min Re
9 q = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: h/2 to h
TPI Std: 2014
Max BC CSI: 0.513
C Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
B Brg Width = 1.5 Min Req = -
Bearing A is a rigid surface.
Loc. from endwall: not in 9.0o ft
FT/RT:20(0)/10(0)
Bearing A requires seat plate.
GC
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration:
1.6n: 1.60
WAVE
VIEW Ver: 20.02.00A.1020.20
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131"x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
�\CEN ` *
* No, 8636
Z. s ..
..
w
STATE OF e
ZORIV
i�abl�s a�
li J�QNA� k� e
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"•WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
'•IMPORTANT`* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses -require extreme care in fabricating, handlin shipping, installing, and bracing. Refer to and follow the latest edition of BCSI-(Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint ofwebs-shall have bracinq installed per BCSI sections B3, B7 or B10,
as applica e. Apply plates to each face, of truss -and position as shown above and on the Join Details, unless noted otherwise. - f�efer to ALPINE
l
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be respponsible for any deviation from this drawing, any, failure to build the ANrrWCOMPANY
truss in conformance with ANSI 1, or for handling, shipping,.Anstallatton and bracin of trusses. A seal on this drawing or cover pa a 675o Forum Drive
listing this drawing indicates acceptance -of -professional enpsneering responsibili solely -for the design shown. The suitability and use of This Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/T�I 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com: TPI: tpinsl.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora - Orlando FL, 32821
SEON: 49820 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T32 /
FROM: RDP city: 1 7A51320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57711
Truss Label: CJ5A SSB / WHK 03/18/2021
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
2'4" 4' 11 "4
4'11"4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 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):
C
Defl/CSI Criteria
PP Deflection in loc L/defl L/#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): 0.006 D
HORZ(TL): 0.008 D
Creep Factor: 2.0
Max TC CSI: 0.736
Max BC CSI: 0.220
Max Web CSI: 0.000
Ve r: 2 0.02.00A.1020.20
11'2"5
co
CV �
CM
a'8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 358 /- 1- /322 /155 /181
D 85 /- /- /46 /- /-
C 102 /- /- /66 /104 /-
Wind reactions based on MWFRS
B Brg Width = 8.0 Min Req = 1.5
D Brg Width = 1.5 Min Req = -
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Bearing B requires a seat plate.
Members not listed have forces less than 375#
�djWlfpf/1
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FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlingshipping, installing, and bracing. , Refer to and follow -the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) r safety practices prior to -performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)v attached structural sheathing and bottom chord shall have a properly
attacheU rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracingg installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face of truss and positron 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 Buildin$QComponents Group Inc. shall not, be responsible for any deviation from this drawing, any failure to build the ANR COMPAW
truss in conformance with ANSI/TPI 1, or for handling, shipping,, installation and bracin44 of trusses. A seal on this drawin or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili��r solely -for the design shown. The suitability and use of this Suite Fos
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
For more information see these web sites: Alpine: alpineitw.com: TPI: 1pinst.ora: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc.ora Orlando FL, 32821
SEQN: 49821 / JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRef: 1X3T89750069 T2 /
FROM: RDP Qty: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57540
Truss Label: CJ5 KD / YK 03/18/2021
Loading Criteria (psi)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
BCDL: 10.00
Des Ld: 37.00
NCBCLL: 10.00
Soffit: 0.00
Load Duration: 1.25
Spacing: 24.0 "
T
1, f 4'11"4
4' 11 "4
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: not in 4.50 ft
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 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):
C
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
Ver: 20.02.00A.1020.20
11'2"5
M
g
(V iM
8-8"
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 256 /- /- /200 /88 /152
D 89 /- /- /51 /- /-
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#
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+f��fs/0N�A1_ tt'
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
•`IMPORTANT'" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) fo'r safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI.,Unless noted otherwise, top chord shall have 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 Oates to each face of truss and position as shown -above and on the Join Details, unless noted otherwise. Refer ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the AN-CCWAW
truss in conformance with ANSI 1, or -for handling, shipping,, installation and bracin of trusses. A seal on this drawingor cover pa a 675o Forum Drve
listing this drawing indicates acceptance of professional engineering responsibilittyv solely or the design shown. The suitabiliy and use of is
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
Fpr more information see these web sites: Alpine: alpineitw.com: TPI: toinst.ora:--SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC: awc-ore Orlando FL, 32821
SEQN: 498221 JACK Ply: 1 Job Number: N333986 Cust: R 8975 J Ref: 1 X3TB9750069 T20 !
FROM: RDP Qty: 1 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EA8 ELEV.D DrwNo: 077.21.1122.58303
1
Truss Label: CJ3A SSB / WHK 03/18/2021
i 2'4"
2' 11 "4
2' 11 "4
IN
T10'2"5
co
N
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in ]cc Udefl U#
VERT(LL): NA
: VERT CL NA
( )
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 308 /- /- /304 /153 /128
BCDL: 10.00
Risk Category: II
g ry
Snow Duration: NA
HORZ(LL): 0.003 D
D 45 /- /- /34 /13 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.004 D - -
C 34 /- /- /44 /42 /-
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.2 psf
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.773
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: 0.244
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 it-
Rep Fac: Yes
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Bearing B is a rigid surface.
Bearing B requires a seat plate.
GCpi: 0.18
Plate Type(s):
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE 1VIEW
Ver: 20.02.00A.1020.20
Lumber
Top chord: 2x4 SP #1;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131 "x3.0", min. toe -nails at bottom chord.
*'IMPORTANT'"
IjIIrrn?if►0
10
No. 86367
a y i p i°a
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a STATE QE
,60Na, atC�,
FL REG# 278, Yoonhwak Kim, FL PE 486367
03/18/2021
RNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
the latest edition of BCSI (Building
Installers shall provide temporary
bottom chord shall -have a properly
)er BCSI sections B3, B7 or B10,
nless noted otherwise. Refer to
vision of ITW Buildin Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the
form ance with ANSI/ Pl. 1, or for handling, shipping,, installation and bracin of trusses. A seal on this drawing or cover pa4e
rawing indicates acceptance of professional encQaIneenng responsibilitty� solely or the design shown. .The suitability and use of this
any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2.
xmation see these web sites: Alpine: aloineilw.com: TPI: toinst.oro: SBCA: sbcindustrv.com: ICC: iccsafe.ora: AWC- awc.ora
ALPINE
ANMCOMPANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
SEQN: 49823 / JACK Ply: 1 Job Number: N333986 Gust: R 8975 JRef:1X3T89750069
FROM: RWM City: 5 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57678
Truss Label: CJ3 SSB / WHK 03/1812021
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 "
L
12 T
10'2"5
6
co
b) rn
B co
CV
Qipn
A V V
D
1, 211 4
2'11'A
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: Any
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP #2 N;
Wind
Wind loads based on MWFRS with additional C&C
member design.
Wind loading based on both gable and hip roof types.
Additional Notes
Provide (2) 0.131 "x3.0", min. toe -nails at top chord.
Provide (2) 0.131"x3.0", min. toe -nails at bottom chord.
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 Udefl U#
VERT(LL): NA
VERT(CL): NA
HORZ(LL): -0.001 D
HORZ(TL): 0.001 D
Creep Factor: 2.0
Max TC CSI: 0.234
Max BC CSI: 0.105
Max Web CSI: 0.000
VIEW Ver: 20.02.00A.1020.20
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- / Rh / Rw / U / RL
B 185 /- /- 1156 /71 /9E
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#
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No, 86367
+ eR
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R I f�eo a
°1afs/0 AL
�eir�B�Ase►e
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING" READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building
Component Safety Information, by TPI and SBCA) for 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 ri3 ceiling Locations shown for permanent lateral restraint of webs shall have bracin installed per BCSI sections B3, B7 or B10,
as applicable_..AppTy plates to each face, of truss and position -as shown above and on the Join Details, unless noted otherwise. Refer to ALPINE
drawings 160A-Z for standard plate positions. Refer to job's General Notes page for additional information.
Alpine, a division of ITW Buildin Components Group Inc. shall not. be responsible for any deviation from this drawing, any failure to build the ANMCOMPAW
truss in conformance with ANSI) PI 1, or for handling, shipping,. installation and bracingof trusses. A seal on this drawing or cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibili((��� solely -for the design shown. The suitability and use ofg is
drawing for any structure is the responsibility of the Building -Designer per ANSIlTPI 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: 498241 JACK Ply: 1 Job Number: N333986 Cust: R 8975 JRel:1X3T89750069 T24 /
FROM: RWM Qty: 6 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077 21 1122.57679
Truss Label: CA SSB / WHK 03/18/2021
4 3
T
i
12
6 � C
aTe 11 4
� al
1 11 4
Loading Criteria (psf)
TCLL: 20.00
TCDL: 7.00
BCLL: 0.00
Wind Criteria
Wind Std: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Defl/CSI Criteria
PP Deflection in loc Udefl U#
VERT(LL): NA
VERT CL : NA
( )
♦ Maximum Reactions (Ibs)
Gravity Non -Gravity
Loc R+ / R- ! Rh / Rw / U / RL
B 143 /- !- /145 176 /45
BCDL: 10.00
Risk Category: II
9 ry
Snow Duration: NA
HORZ(LL): -0.000 D
D 11 /-2 /- /14 /10 /-
Des Ld: 37.00
EXP: C Kzt: NA
HORZ(TL): 0.000 D
C - /-15 /- /29 /33 /-
Building Code:
NCBCLL: 10.00
Mean Height: 15.00 ft
TCDL: 4.0 psf
Creep Factor: 2.0
Wind reactions based on MWFRS
Soffit: 0.00
BCDL: 5.0 psf
FBC 7th Ed. 2020 Res.
Max TC CSI: 0.183
B Br Width = 8.0 Min Re
9 q = 1.5
Load Duration: 1.25
MWFRS Parallel Dist: 0 to h/2
TPI Sid: 2014
Max BC CSI: 0.022
D Brg Width = 1.5 Min Req = -
Spacing: 24.0 "
C&C Dist a: 3.00 ft
Rep Fac: Yes
Max Web CSI: 0.000
C Brg Width = 1.5 Min Req = -
Bearing B is a rigid surface.
Loc. from endwall: Any
FT/RT:20(0)/10(0)
Bearing B requires a seat plate.
GCpi: 0.18
Plate Type(s): I
Members not listed have forces less than 375#
Wind Duration: 1.60
WAVE I
VIEW Ver: 20.02.00A.1020.20
Lumoer
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.
,1ri*3t111t 1111f1)�I
44 WAk
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No. 86367
K o
o -p °° STATE 4F411 ° 4, •
fit.
i
��/ll(III110111���
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
**WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING!
**IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Alpine, a division of ITW BuildinQQComponents 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 bracin of trusses. A seal on this drawing or cover pa e
listing this drawing indicates acceptance of professional engreenng 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.
For more in
a
ALPINE
ANMCCMFANY
6750 Forum Drive
Suite 305
Orlando FL, 32821
TPI:
SEQN: 49826 ! HIP_ Ply: 1 Job Number: N333986 Cust: R 8975 JRef:1X3T89750069 T19 /
FROM: HMT Qty: 3 7A5/320 ,167ED ,RH01 / 1672/ARIA/4EAB ELEV.D DrwNo: 077.21.1122.57178
Truss Label: HJ7 KD / WHK 03/18/2021
.N.
5'3"5
5'3"5
9110,11
4'6" 11
11
12'2"3
12
4.24 a 2X4
C
v
n
v
B
T
4 3 A 6'8"
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 "
�-- 1'5"
Wind Criteria
Wind Sid: ASCE 7-16
Speed: 160 mph
Enclosure: Closed
Risk Category: II
EXP: C Kzt: NA
Mean Height: 15.00 ft
TCDL: 4.2 psf
BCDL: 5.0 psf
MWFRS Parallel Dist: 0 to h/2
C&C Dist a: 3.00 ft
Loc. from endwall: NA
GCpi: 0.18
Wind Duration: 1.60
Lumber
Top chord: 2x4 SP #2 N;
Bot chord: 2x4 SP 2400f-2.OE;
Webs: 2x4 SP #3;
Loading
Hipjack supports 6-11-8 setback jacks with no webs.
Wind
Wind loads and reactions based on MWFRS.
Wind loading based on both gable and hip roof types.
(3) 16d common (0.162"x3.5") nails at top chord
(3) 16d common (0. 1 62"x3.5") nails at bottom chord
9'2"2
9'2"2
Snow Criteria (Pg,Pf in PSF)
Pg: NA Ct: NA CAT: NA
Pf: NA Ce: NA
Lu: NA Cs: NA
Snow Duration: NA
Building Code:
FBC 7th Ed. 2020 Res.
TPI Std: 2014
Rep Fac: No
FT/RT:20(0)/10(0)
Plate Type(s):
9.104,
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
Ver: 20.02.00A.1020.20
Ito1rrrrrvv
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No.86367P.
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4 STATE OF ®4,
♦ 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
re
0, too
'�s�aNAt *'S4
��llllllllllliko
FL REG# 278, Yoonhwak Kim, FL PE #86367
03/18/2021
"WARNING— READ AND FOLLOW ALL NOTES ON THIS DRAWING
—IMPORTANT— FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS
Trusses require extreme care in fabricating, handlin shipping, installing and bracing. Refer -to and -follow -the latest edition of BCSI (Building
Component Safety Information, by TPI an c7 SBCA) for safety practices prior to performing these functions. Installers shall provide temporary
bracing per BCSI. Unless noted otherwise, top chord shall have proper)Y attached structural:sheathing and bottom chord shall have a properly
attached rigid ceiling Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI sections B3, B7 or B10,
as applicable. Apply plates to each face, oT 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.
A ping, a division of ITW BuildingComponents Group -Inc. shall not, be responsible for any deviation from this drawipg, any failure to build the RN-CO-P
tr ss in conformance with ANSI PI 1, or for handling, shipping,, installation and bracin4of trusses. A seal on this drawingor cover pa a 6750 Forum Drive
listing this drawing indicates acceptance of professional engineering responsibility solely -for the design shown. The suitabiliy and use of This
drawing for any structure is the responsibility of the Building -Designer per ANSI/TPI 1 Sec.2. Suite 305
For more information see these web sites: Alpine: al ineitw.com; TPI: t inst.or ; SBCA: sbcindust .com; ICC: iccsafe.or ; AWC:awc.or-q Orlando FL, 32821
Gable Stud Reinforcement Detail
7i
ASCE 7-16: 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
nr ipn 1., Win i c. e.4 ,a, u, t,.., t
S
2x4 Brace
Gable Vertical
Spacing Species Grade
No
Braces
(1) lx4 'L' Brace I«
(1) 2x4 'L' Brace x
(2) 2x4 'L' Brace xx
(1) 2x6 'L' Brace at(
(2) 2x6 'L' Brace x
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
Group A
Group B
S P F-
#1 #2
31
U
#3
3' 8''
5' 9'
6' 2''
7' 8'
7' 11'
9' 1''
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
HF
Stud
3' 8'
5' 9'
6' 1'
7' 8'
7' 11'
9' 1'
9' 6'
12' 0'
12' 6'
14' 0'
14' 0'
Q
Standard
3' 8'
4' 11'
5' 3'
6' 7'
7' 1'
8' 11'
9' 6'
1 10' 4'
11' 1'
14' 0'
14' 0'
#1
4' 0'
6' 8'
6' 11'
7' 10'
8' 2'
9' 4'
9' 8'
1 12' 4'
12' 9'
1 14' 0'
14' 0'
J
S P
#2
3' 10,
6' 7'
6' 10'
7' 9'
8' 1'
9' 3'
9' 7'
12' 2'
12181
14' 0'
14' 0'
#3
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7-
10, 11'
11' 8'
14' 0'
14' 0'
P
Stud
3' 9'
5' 3'
5' 7'
6' 11'
7' 5'
9' 2'
9' 7'
10, 11'
11' 8'
14' 0'
14' 0'
U
Standard
3' 6'
4' 7'
4' 11'
6' 2'
6' 7'
8' 4'
8' 11'
9' 8'
10' 4'
13' 1'
14' 0'
S P P
#1 / #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' 2'
7' 1'
7' 9'
8' 9'
- 1'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
S
U
i i P
Stud
4' 2'
7' l'
7' 6'
8' 9'
9' l'
10' 5'
10, 10'
13' 9'
14' 0'
14' 0'
14' 0'
QJ
0
I�
Standard
4' 2'
6' 1'
6' 5'
8' 1'
8' 8'
10' 5'
10, 10'
12' 8'1
13' 7'
14' 0'
14' 0'
#1
4' 7'
7' 7'
7' 11'
9' 0'
9' 4'
10' 8'
11' 1'
14' 0'
14' 0'
14' 0'
14' 0'
11
S P
#2
4' 5'
7' 6'
7' 9'
8' 10'
9' 3'
10' 7'
11' 0'
13' 11'
14' 0'
14' 0'1
14' 0'
#3
4' 4'
6' S'
6' 10'
8' 6'
9' 1'
10' 6'
10, 11'
13' 4'
14' 0'
14' 0'
14' 0'
QJ
D P L
Stud
4' 4'
6' 5'
6' 10'
8' 6'
9' 1'
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'
•
P P
#1 / #2
4' 10'
8' 3'
8' 7'
9' 9'
10' 2'
10' 7'
12' l'
14' 0'
14' 0'
14' 0'
14' 0'
CJ
_ I
'S
#3
4' 7'
8' 2'
8' S'
9' 8'
10' 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
LD
U
H P
Stud
4' 7'
8' 2'
8' 5'
9' 8'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
U
I
Standard
4' 7'
7' 0'
7' 5'
9' 4'
10, 0'
11' 6'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
X
#1
51'
8' 5'
8' 8'
9' 11'
10' 3'
11' 9'
12' 3'
14' 0'
14' 0'
14' 0'
14' 0'
d
S P
#2
4' 10'
8' 3'
8' 7'
9' 9'
10, 2'
11' 7'
12, 1'
14' 0'
14' 0'
14' 0'
14' 0'
r
#3
4' 9'
7' 4'
7' 10'
9' 8'
10, 1'
11' 7'
12' 0'
14' 0'
14' 0'
14' 0'
14' 0'
i
D f L
Stud
4' 9'
7' 4'
7' 10'
9' B'
10' 1'
11' 7'
12' 0'
14' 0' 1
14' 0'
14' 0'
14' 0'
Standard
4' 7-
6' 6'
6' 11'
8' 8' 1
9' 3'
11' 6'
12' 0'
13' 7' 1
14' 0'
14' 0'
14' 0'
Diagonal brace option
vertical length may be
doubled when diagonal
brace Is used. Connect
dingonal brace for 600#
at each end. Max web
total length is 141.
Vertical length shown
In table above.
Connect dingonal at
AN ITW COMPANY
11514% Earth% City% Expressway
%%Suite%242
\ % Earth% City% MO%63045
,,
About
18'
L
'L' Brace End
Zones, typ.
2x6 DF-L #2 or
better diagonal
r
brace( single
or double cut
8,
(as shown) at
upper end.
W` 14N Refer to chart abofi6
—VARNDMiwx REAR AM FDLLOW ALL NOTES CN THIS DRAVIW
N.Dr RTANTxx FUMSH THIS WAVING TD ALL CONTRACTORS I1ICLl1 M THE INSTALLERS. 11
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
allow the latest edition of BCSI (Buttering Component Safety Information, by TPI and SBCA) far safety
•actices prior to perfarming these functions. Installers shot( provide temporaryy bracing per BCSL
iless, noted otherwise, top chord shall have properly attached structural sheath:rg and bottom rho
call have a properly attached rigid ceiling. Locations shown for pernanent lateral restraint of we
call have bracing Installed per SCSI sections 113, B7 or B30, as applicable. Apply plates to each face
truss and position as shown above and on the Joint Detatts, unless noted otherwise.
fer to drawings 16CA-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation fr
Is drawing, any Failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
;tallation 6 bracing of trusses.
A seal on this drawing or cover page listing this drawling, Indicates acceptance of professional
glneering responsbtt)ty solely far the design shom The suitabli ty and use of ttis drawDng
r any structure k the rcsponstn0.lty of the Mdhg Designer per ANSI/TPI I Sect. /% 1
For more Information see this Job's general notes page and these web slt�q/���•
ALPINE, wwwalpineitw.comi TPD wwwhpinst.orgi SBCA, wwwsbcindustrv.orot ICC, wwwlc
JIMPIFfIf
e4 WAS
' �a/�
s 63 7
Bearing �
^� I'la4f � � V�IITIC0.
°:Z ORON A
10P .
C
Bracing Group Species and Gradest
Group At
S ruce-Plne-Fir Hen -Fir,
#1 / #2 Stnndard F #2 Stud
#3 1 Stud I # IStandardl
Dou las Fir -Larch Southern Pinexxx
#3 #3
Stud S{ud
Standard Standard
Group Group Bi
Hen -Fir
#1 & Btr
#1
Dou Ins Fir Larch Southern Pinekxx
#1 #1
#2 #2 El
Ix4 Braces shall be SRB (Stress -Rated Board).
xxFor Ix4 So. Pine use only Industrial "or
Industrinl 45 Stress -Rated Boards. Group B
values may be used with these grades.
Gable Truss Detail Notes:
Wind Load deflection criterion Is L/240.
Provide uplift connections for 75 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.
X 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 nulls at 3' o.c.
In 18' end zones and 6' o,c, between zones.
'L' bracing must be a minimum of 80X of web
member length.
Gable Vertical Plate Sizes
+ Refer to common truss design for
peak, splice, and heel plates,
Refer to the Building Designer for conditions
not addressed by this detail.
Vertical Len tin
No Slice
Less than 4' 0'
2X3
Greater than 4' 0', but
Less than Il' 6'
3X4
Greater than 11' 6'
4X4
AX, TOT, LD. 60 PSF
Yoonhwak Kim, FL PE #86367 IMAX SPACING 24.0'
REF ASCE7-16-GAB16015
DATE 01/26/2018
DRWG A16015ENC160118
'T
Relnfol
Memk
Go
Tr
Gable Detail
Fnr I P+-in \/artirn I c
rnhlo T- Plato Qho.
ppropriate Alpine gable detail for
e sizes for vertical studs.
Engineered truss design for peak,
b, and heel plates,
vertical plates overlap, use a
to that covers the total area of
lapped plates to span the web,
„ 2*2X4
2X8
Provide connections for uplift specified on the engineered truss design.
Attach each 'T' reinforcing member with
End Driven NaRsi
10d Common (0.148'x 3.',min) Nalls at 4' o,c, plus
(4) nails In the top and bottom chords,
Toenailed Nalls,
10d Common (0.148'x3',min) Toenails at 4' o,c, plus
<4) toenails In the top and bottom chords.
This detail to be used with the appropriate Alpine gable detail for ASCE
wind load,
ASCE 7-05 Gable Detail Drawings
A13015051014, A12015051014, A11015051014, A10015051014, A14015051014,
A13030051014, A12030051014, A11030051014, A10030051014, A14030051014
ASCE 7-10 & ASCE 7-16 Gable Detail Drawings r
A11515ENC100118, A12015ENC100118, A14015ENC100118, 91 �� 0 1pff?
A18015ENC100118, A20015ENC100118, A20015END1001 �9l �'r>
A11530ENC100118, A12030ENC100118, A14030ENC1,�, QtIC/)1511 %¢`� j6
A18030ENC100118, A20030ENC100118, A20030EN.Q1(�
S11515ENC100118, S12015ENC100118, S14015EN 01118,A60 3 O1R9�� 4
S18015ENC100118, S20015ENC100118, S20015E10011% S 0 15P 1 8
S11530ENC100118, S12030ENC100118, S14030AC1001M, S • p
S18030ENC100118, S20030ENC100118, S2003fND d118, S20030PED100118 a
•
See appropriate Alpine gable detail for maxlmwm unnRlnforced,601 vertical lc
oVARN W_ READ AND FI71DW ALL BITES w THIS BRAVDa<a
WAINPtitTANTwrr FlfiNISH THIS ngnvaiG ro ALL CR:TRACTiBYS INCLUDING THE INSTALLER& o
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
properly attached structural sheathing and bottom chor
shall have a properly attached rlgid ceiling. Locations shown for permanent lateral restraint of webs
eRi
shall have bracing Installed per BCSI sections B3, B7 or 31110, as applicable. Apply plates to each face
of truss and position as shown above and on the Joint Details, unless noted otherwise.
Refer to drawings 160A-Z for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for any deviation frc
-AN ITWCOMPANY
this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping,
Installation & bracing of trusses.
11514%Earth\City\Expressway
A seal on this drawing or cover page Ustig this drawing, indicates acceptance of professkmt
engineering responsibility solely for the design shown. The sultablUty and use of this drawling1l
Suite\ 242
for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.P.
1\ Earihl City,1 MO\63045
For more Information see this Job's general notes page and these web sItLL�LStL17f
ALPINE,-alpinelt%comi TPA www.tpinst.orgi SBCA, www.sbcindustry.orgi ICCi v a l
STATE OF
rallilliil���
0
a
'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.
Jeb Length Increase w/ 'T' Brace
'T' Relnf.
Mbr. Size
'T'
Increase
2x4
30
2x6
20
Exampler
ASCE 7-10 Wind Speed = 120 mph
Mean Roof Height = 30 ft, Kzt = 1.00
Gable Vertical = 24'o,c. SP #3
'T' Reinforcing Member Size = 2x4
'T' Brace Increase (From Above) = 307 = 1.30
(1) 2x4 'L' Brace Length = 8' 7'
Maximum 'T' Reinforced Gable Vertical Length
1.30 x 8' 7' = 11' 2'
e_
IAX, TOT, LD, 60 PSF
DUR, FAC. ANY
MAX, SPACING 24.0'
REF LET -IN VERT
DATE 01/02/2018
DRWG GBLLETIN0118
f _0
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,
WW 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 TIC DL=5 psf, Kzt = 1.00
❑ r'
ASCE 7-16 160 mph, 30' Mean Height, Part, Enc,
Building, Exp, D, Wind TC DL=5 psf, Kzt = 1.00
Bottom chord may be square or pitched cut
as shown,
Valleys short enough to be cut as solid triangular
members from a single 2x6, or larger as required,
shall be permitted in lieu of fabricating from
separate 2x4 members,
All plates shown are Alpine Wave Plates,
3X4
12
12 Max.
2X4 X4
— 8-0-0 max --�
4X4
12
12 Max. F-
1X3
IX3
_1X3 5X4/SPL
(Max Spacing)
- o w a a o e
20-0-0 (++)
Supporting trusses at 24' o,c, maximum spacing.
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,
WAX Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
Pitched Cut
Bottom Chord
Valley
2X4
Valle
Spacing
"WARemxi.. READ AND FMLGV ALL NDTES nN THIS IIRAVDKB
■eDGPQ2TANTv FURNISH THIS WAVING TD ALL CQITRACTMS INCLUDING THE INSTALLERS.
Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and
follow the latest edition of BCSI (BuRding Component Safety Information, by TPI and SBCA) for safety
practices prior to performing these functions. Installers shall provide temporaryy bradng per SCSI.
Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom cho
shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of web;
shall have bracing Installed per BCSI sections 113, B7 or 1110, as applicable. Apply plates to each face
of truss and position as shown above and on the Joint Details, less noted otherwise.
PI unless
Refer to drawings 160A-2 for standard plate positions.
Alpine, a division of ITV Building Components Group Inc shall not be responsible for my 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.
\1514\EaAh\City\Expressway engineers seat on this drawing or cover Page llsKip this drams' Wilcates acceptance of professlomat
11514\ Ea42 for ony structure Is solelysy for the
odesIgn B own. sut' o� u''e of this drawng
theding Designer per ANSVTPI 1 Sec2
\\EaAh\City,\MO\63045 For more Information see this Job's general notes page and these web sit
w ALPINE, ww,alpineltw.comi TPI, www.tpinst.orgl SBCA, www.sbcindustryorgi ICC, _,
Square Cut
Bottom Chord
Vo"
i
o `
No
STATE of
•� COR1p►ot"-
T e°ooe®
2X4 4X4
Ir
Stubbed Valley Optional Hip
End Detail Joint Detail
LL 30 30 40PSF REF VALLEY DETAI
bL 20 15 7 PSF DATE 01/26/2018
DL 10 10 10 PSF DRWG VAL180160118
LL 0 0 0 PSF
LD, 60 55 57PSF
DUR,FAC,1.25/1.3311.15 11.1
SPACING 24,0'
If A
Valley Detail - ASCE 7-161 30' Mean Height, Enclosed, Exp, C, Kzt=1,00
Top Chord 2x4 SP #2N, SPF #1/#2, DF-L #2 or better,
Bot Chord 2x4 SP #2N or SPF #1/#2 or better.
Webs 2x4 SP #3, SPF #1/#2, DF-L #2 or better.
�"K 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=S 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,
11
Unless specified otherwise on engineer's sealed design, for vertical
valley webs taller than 7-9' apply 2x4 'T' reinforcement, 807 length of
web, sane 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,
WWA Note that the purlin spacing for bracing the top chord of the truss
beneath the valley is measured along the slope of the top chord,
++ Larger spans may be built as long as the vertical height does
not exceed 14'-0'.
All plates shown are Alpine Wave Plates,
4X4
3X4
2X4
1� ley
12 Max,
Spalc rag
2X4 X4
Pitched Cut
�-- 8-0-0 max .+ Bottom Chord
Square Cut
Bottom Chord
Stubbed Valley ❑ptional Hip
Valley
End Detail Joint Detail
4X4
Toe -nailed
Valle y
12
o
m
n
T
u
e
12 Max.
t
2
0.(:.
iio11►
It
x3
,•� W
r
r�
.
1X3
6-0-0
12 N�
10 Max, �\ Q e • s
®
♦
a
u
4
sit
IX35X4
<Max Spacing)IR
�4�CiE
2X4Qo-
,
i
1X3 SPL
1X3
ae
s
ws a M0, 8$
" s
20-0-0 C++>"
COM9n Tr
•ale
usses
Partial Framing
�--.
Supporting trusses at 24' o,c, maximum spacing, v •
24"
o,c,
Plan
gr. STATE OF • cv.
ovARNDm.. READ NO tom„ ALL raDTEs a This nRA1+Dxa hro
hni
WRTMI'" tlMSN TITIS BRAVING TD ALL CGNTRACMRS D�ICLUDDIG THE INSTALLERS. "
* °
;
C LL 30
30
40PSF
REF VALLEY DETAIL
Trusses require extreme care In fabricating, handling, shipping, Instatung and bracing. Refer to nndd l
follow the latest edition of DCSI BuRding Component Safety Information, by TPI and SDCA) for safety
practices prior to performing these functions. Installers shall provide temporary bracing BCSL
���
0 1
`'�1 • 0 0 E p 11e
U[(�1
DL 20
15
7 PSF
DATE O1/26/2018y
per
noted otherwise, top chord shalt have property attached structural sheathing and bottom chord
shall have
Al.unless
/ �� V
BC DL 10
10
10 PSF
DRWG VALTN160118
a properly attached rlgld celling, Locations shorn for pernanent lateral restraint of webs
shall have brndng Installed per 11.1 sections D3, D7 or I'll;, as applicable. Apply plates to each face
t,
/e�
A
�I
of truss and pposition as shorn above and on the Joint DetaRs, unless noted otherwise.
Refer to andrings lon as for standard plate poe o s. in
C LL 0
0
0 PSF
Alpine, a division of ITV Building Components Group Inc shall not be responsible for my deviation from
tWs drarinp, any failure to build the truss In conformance with ANSI/TPI 1, ar for harhdling, shipping,
❑T, LD, 60
55
57PSF
AN tTW COMPANY
\1514\Earth\Ci 1Expresswaya
ty
Installation slea`oOn thisndra of trusses. Palk �8 this �r professional
�y or rover �'W. trxtaWt and trance this
h�tresure �sresp Pon the design shorn The sulr and use of Hhls drnwkg
111 Suite\242
for any sporhs60.1ty of the IiWdhg Designer per AtLSi/TPI 1 Sec2.
per
DUR,FAC.1,25/1,33
1.15
1.15
\Ea
\dhl City,\MO\63045
for more Information see this job's general notes page and these w nl� r1 tt
eb st SdL�l78,
ALPINE, vw.alpineltr.coml TPD vw.ti pnst.orgl SHCA� rrrsbdntlustry.orgl ICG vd c
oolillwak Kim, FL PE 486367
SPACING 24,0"
I VALLEY FRAMING & BRACING DETAIL 6 1
R
BC
'/2
01
Lumber Size and Grade Minumum Requirements
GENERAL NOTES
Purlins required 2'-0" O.C. in absence of plywood sheathing.
Trusses without sheathing applied must be evaluated accordingly.
Purlins should overlap sheathing one truss spacing minimum.
In cases that this is impractical, overlap sheathing a minimum
of 6", and nail upwards through sheathing into purlin with a
minimum of 8-8d (0.131"x2.5") common wire nails.
Effects of not providing sheathing below a valley set
must be evaluated by the building designer.
This drawing applies to valleys with the following conditions:
Spans (distance between heels) 40'-0" or less
-Maximum valley height: 14'-li"
-Maximum mean roof height: 30 feet
-ASCE 7-05, 140 mph, Enclosed, Cat 11, Exp B,1=1.0, Kzt=1.0
-Or A Maximum of ASCE 7-10, 180 mph, Enclosed, Exp D, Kzt=1.0
TRUSS
TRUSS UNDER VALLEY FRAMING
VALLEY RAFTER OR RIDGE
® "CRIPPLE
ripples 4'-0" for 30 psf (TL) and 20 psf (TD) Max.
:e the crippes for each row starting from the valioys or sleepers
working Inward to the ridge board so that cripple locations are
gered between rows.
Typ)
lnnection Requirement Notes
2x6 rafters to ridge
4 16d toe -nails
Cripple to ridge
416d toe -nails
Cripple to rafter
416d toe -nails
(••) 816d face -nails
Rafter to sleeper or blocking
516d toe -nails
Rafter to two 2x6 sleepers
416d toe -nails
Sleeper to truss
416d toe -nails
Two 2x6 sleepers to truss
3 16d toe -nails each sleeper & truss
Ridge board to roof block
416d toe -nails
Ridge board to truss
416d toe -nails
Purlin to (Typ)
3 16d toe -nails
Truss to blocking
416d toe -nails
Truss to cripple
416d toe -nails
Truss to cripple
416d toe -nails
Crinole to ourlin
3 16d tee -nails
tr a RC viKcu it aLM=rtKS AKc U,tU) 13. Collar beam to rafter 416d toe -nails
CRIPPLE, BRACING, & BLOCKING NOTES NOTE: 16d (0.162"x3.5") COMMON NAILS
--4 continuous lateral restraint (CLR) min. is required for cripples 5'-0" to 10'-0" long
nailed w/ 2 -10d (0.148"x3") nails. Or 2x4 "T" or scab reinforcement nailed to flat edge
of crifpie with 10d 10.128"x3.0") nails at 6" o.c. "T' or scab must be 90 % of cripple length.
Cripples over 10'-0' long requre two CLR's or both faces WTI or scab. Use stress
graded lumber & box or cemmoninalls.
Narrow edge of cripple can face ridge or rafter,
as long as the proper number of nails are
installed into ridge board
-Install blocking under rafter if sleepers are not used.
-Install blocking under cripples if cripples fall between
lower truss top chords and lateral bracing is not used.
-Apply all nailing In accordance to current NDS requirement�Nb
Nails are common wire nails unless noted otherwise. �� N• ��
��r•�GENSF•• -,
Jr
NQ� �' Tills DCLDMVDQ _
o@f4riAMo FIJRIISN T{flt 11RAVBG Tt1 ALL @ITR." _ UM•r THE Ir6TALLER&
41 ryv' f uvv r
C LL 20
30 40 54
REF VALLEY FRAMING
Trusses requW extra a care h fabrimtt,g, handltq, sNPp„g, Nstnl and bra
fallow the latest a&tim of SCSI d S • Refer to"�'ar�,
o3vafw rux,porvnt safety nrd Sack for
to
•
; .
C DL 10
20 7 7
DATE 10/01/14
.,
Practices Prior perfar p these functions, Installers shad provide t what ng —d Per DCST.
all provide a or CSL
shalt noted ro er ty attached top chord sfnll fave properly attached strucbrnl shrntNng and bottan ihoN
shoo mve a property rr-eLho. Lxattons 9,om for perrore t lateral restraint of bs
•Wese
�. STATE :
C DL 0
0 0 0
DRWG VACNV1801015
I�
a �
„ ar BIe, as npp(kabr1: Apply plates to each r
shall have bractq intoned per al. seed) the
of truss and oskion m sham above and m the Joint DetnAs, unless noted otherwke.
• ,� P o
BC LL 0
0 0 0
AN 1TH/ ,
Rafter to drawtgs t6gA-z for stand" prase posttMns, f--
Alpine, n &.Asian of ITV & Ading Conporxnts Croup Inc stwU not be resp.—M. for arty devlatbn f
QA•'•. t OR10 ••.• �yEG
A a
tNs arowtq, my folure to build the truss In confornance with ANSVIPI I, or for han&tp, st>bptrg,
hstallatim & bracing of trusses.
- •�••••••
y C
TOT. LD.30
50 47 61
far arty strut ev �ety tar Ahe = atom Teie this d-Astv. tdimtes o¢epmnct of professfvgl
tfr 'y ord use of drowlrp
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DUR. FAC. 1.25/1.15
13369 Lakeironl Drive
Earth City, Li063045
p••' CZ
I s.e2.
For fart t+farnatlon sit this job's oerarat notes ppaage and these web litela
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SPACING SEE ABOVE